20170688 Ver 1_401 Application_20170602

Corps Submittal Cover Sheet
Please provide the following info:
1. Project Name: Piedmont Block - Storage Area Expansion
2. Name of Property Owner/Applicant: Johnson Concrete, Piedmont Block Company
3. Name of Consultant/Authorized Agent: Stephen C. Brown / The EI Group, Inc.
4. Related/Previous Action ID Numbers: SAW -2016-00330
5. Site Address: 106 Old Davidson Place, NW
6. Subdivision Name:
7. City: Concord
8. County: Cabarrus
9. Lat: 35.4319 N Long: 80.6085 W (Decimal Degrees Please)
10. Quadrangle Name: Concord, North Carolina
11. Waterway: Yadkin - Pee Dee ( 03040105)
12. Watershed: Buffalo Creek
13. Requested Action:
Nationwide Permit#
X General Permit#
X Jurisdictional Determination Request
Pre -Application Request
The following information will be completed by the Corps office:
AID:
Prepare File Folder Assign number in ORM Begin Date
Authorization: Sectionl0 Section 404
Project Description/ Nature of Activity/ Project Purpose:
Site/ Waters Name:
Keywords:

United States Department of the Interior
FISH AND WILDLIFE SERVICE
Asheville Field Office
160 Zillicoa Street
Asheville, North Carolina 28801
December 27, 2016
Mr. Stephen Brown
EI
201 McCullough Drive, Suite 150
Charlotte, North Carolina 28262
Dear Mr. Brown:
Subject: Johnson Concrete Company Facility Expansion Project; Cabarrus County
Log No. 4-2-17-087
EI Project: ENCH160008.00
The U.S. Fish and Wildlife Service (Service) reviewed the information provided in your
correspondence dated June 17, 2016, (received December 2, 2016), wherein you request our
comments regarding potential occurrences of federally protected species associated with the
proposed project referenced above. We submit the following scoping comments in accordance
with the provisions of the Fish and Wildlife Coordination Act, as amended (16 U.S.C.
661-667e); the National Environmental Policy Act (42 U.S.C. §4321 et seq.); and section 7 of
the Endangered Species Act of 1973, as amended (16 U.S.C. 1531-1543) (Act).
Project Description
According to the information provided, your client intends to fill a pond (undisclosed acreage)
associated with the expansion of their concrete production plant. Specific proposed impacts to
jurisdictional features were not described in your correspondence. Avoidance, minimization, and
mitigation measures for proposed impacts to jurisdictional features were also not discussed in
your correspondence.
Federally Protected Species
Suitable roosting habitat may be present within the action area for the federally threatened
northern long-eared bat (Myotis septentrionalis). However, the final 4(d) rule (effective as of
February 16, 2016), exempts incidental take of northern long-eared bat associated with activities
that occur greater than 0.25 miles from a known hibernation site, and greater than 150 feet from
a known, occupied maternity roost during the pup season (June 1 — July 31). Based on the
information provided, the project (which may require tree clearing) would occur at a location
where any incidental take that may result from associated activities is exempt under the 4(d) rule.

The Service has record of no other federally protected species in the project area. Please be
aware that in accordance with the Act, it is the responsibility of the appropriate federal agency or
its designated representative to review its activities or programs and to identify any such
activities or programs that may affect endangered or threatened species or their habitats. If it is
determined that the proposed activity may adversely affect any species federally listed as
endangered or threatened, formal consultation with this office must be initiated.
The Service appreciates the opportunity to provide these comments. Please contact Mr. Byron
Hamstead of our staff at 828/258-3939, Ext. 225, if you have any questions. In any future
correspondence concerning this project, please reference our Log Number 4-2-17-087.
ex. Jason Randolph, USACE
Sincerely,
- - original signed - -
Janet A. Mizzi
Field Supervisor
2

WETLAND DETERMINATION DATA FORM — Eastern Mountains and Piedmont Region
Project/Site: Piedmont Block - Storage Area Expansion City/County: Concord / Cabarrus Sampling Date: 5-18-2016
Applicant/Owner: Johnson Concrete, Piedmont Block Company State: NC Sampling Point: DP -1
Investigator(s): Stephen C. Brown / The EI Group, Inc. Section, Township, Range:
Landform (hillslope, terrace, etc.): hillside Local relief (concave, convex, none): convex Slope (%): < 3
Subregion (LRR or MLRA): MLRA 136 Lat: 35.4319 N Long: 80.6085 W Datum:
Soil Map Unit Name: thermic Ultic Hapludults NWI classification:
Are climatic / hydrologic conditions on the site typical for this time of year? Yes X No (If no, explain in Remarks.)
Are Vegetation NO , Soil Yes , or Hydrology NO significantly disturbed? Are "Normal Circumstances" present? Yes No X
Are Vegetation No , Soil No , or Hydrology No naturally problematic? (If needed, explain any answers in Remarks.)
SUMMARY OF FINDINGS — Attach site map showing sampling point locations, transects, important features, etc.
Hydrophytic Vegetation Present? Yes X No
Is the Sampled Area
Hydric Soil Present? Yes X No within a Wetland? Yes X No
Wetland Hydrology Present? Yes X No
The study area is at the edge of a man-made pond with disturbed soils; therefore, normal circumstances are not present.
All three wetland criteria are present. The sampling point is located within a wetland.
HYDROLOGY
Wetland Hydrology Indicators:
Secondary Indicators (minimum of two required)
Primary Indicators (minimum of one is required; check all that apply)
_ Surface Soil Cracks (136)
Surface Water (Al)
_ True Aquatic Plants (1314)
_ Sparsely Vegetated Concave Surface (138)
High Water Table (A2)
_ Hydrogen Sulfide Odor (Cl)
—Drainage Patterns (1310)
Saturation (A3)
_ Oxidized Rhizospheres on Living Roots (C3)
_ Moss Trim Lines (1316)
Water Marks (131)
_ Presence of Reduced Iron (C4)
_ Dry -Season Water Table (C2)
Sediment Deposits (62)
_ Recent Iron Reduction in Tilled Soils (C6)
_ Crayfish Burrows (C8)
Drift Deposits (63)
_ Thin Muck Surface (C7)
_ Saturation Visible on Aerial Imagery (C9)
Algal Mat or Crust (134)
_ Other (Explain in Remarks)
_ Stunted or Stressed Plants (D1)
Iron Deposits (135)
_ Geomorphic Position (D2)
Inundation Visible on Aerial Imagery (137)
_ Shallow Aquitard (D3)
Water -Stained Leaves (139)
_ Microtopographic Relief (D4)
Aquatic Fauna (1313)
_ FAC -Neutral Test (D5)
Field Observations:
Surface Water Present? Yes No
X Depth (inches):
Water Table Present? Yes X No
Depth (inches): 2"
Saturation Present? Yes No
X Depth (inches):
Wetland Hydrology Present? Yes X No
(includes capillary fringe)
Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available:
Remarks:
Wetland hydrology indicators were observed.
US Army Corps of Engineers Eastern Mountains and Piedmont – Version 2.0

VEGETATION (Four Strata) - Use scientific names of plants.
Sampling Point: DP -1
7.
Absolute Dominant Indicator
Dominance Test worksheet:
2 -Dominance Test is >50%
Tree Stratum (Plot size: )
% Cover Species? Status
Number of Dominant Species
1.
Liquidambar styraciflua
FAC
That Are OBL, FACW, or FAC:
-
(A)
2.
Betula nigra
FACW
Problematic Hydrophytic Vegetation' (Explain)
1. Microstegium vimineum
FAC+
-
'Indicators of hydric soil and wetland hydrology must
2.
Total Number of Dominant
3.
3.
Platanus occidentalis
FACW
Species Across All Strata:
Definitions of Four Vegetation Strata:
(B)
4.
Tree -Woody plants, excluding vines, 3 in. (7.6 cm) or
more in diameter at breast height (DBH), regardless of
6
7.
height.
Percent of Dominant Species
Sapling/Shrub - Woody plants, excluding vines, less
5.
9.
That Are OBL, FACW, or FAC:
10.
(A/B)
6.
= Total Cover
of size, and woody plants less than 3.28 ft tall.
50% of total cover:
20% of total cover:
Prevalence Index worksheet:
7
Woody Vine Stratum (Plot size: )
height.
Total % Cover of:
Multiply by:
2. Smilax spp
FAC
= Total Cover
4.
50% of total cover:
20% of total cover:
OBL species
x 1 =
Sapling/Shrub Stratum (Plot size: )
Present? Yes X No
FACW species
x 2 =
1.
Liquidambar styraciflua
FAC
FAC species
FACU species
UPL species
Column Totals:
Prevalence Index = B/A
x 3 =
x 4 =
x 5 =
(A)
=
(B)
2. Betula nigra FACW
3
4
5.
7.
1 - Rapid Test for Hydrophytic Vegetation
8.
2 -Dominance Test is >50%
9.
_
_ 3 - Prevalence Index is 553.0'
= Total Cover
4 - Morphological Adaptations' (Provide supporting
50% of total cover:
20% of total cover:
-
data in Remarks or on a separate sheet)
Herb Stratum (Plot size: )
Problematic Hydrophytic Vegetation' (Explain)
1. Microstegium vimineum
FAC+
-
'Indicators of hydric soil and wetland hydrology must
2.
3.
be present, unless disturbed or problematic.
4.
Definitions of Four Vegetation Strata:
5.
Tree -Woody plants, excluding vines, 3 in. (7.6 cm) or
more in diameter at breast height (DBH), regardless of
6
7.
height.
8.
Sapling/Shrub - Woody plants, excluding vines, less
9.
than 3 in. DBH and greater than or equal to 3.28 ft (1
m) tall.
Herb - All herbaceous (non -woody) plants, regardless
10.
11.
= Total Cover
of size, and woody plants less than 3.28 ft tall.
50% of total cover:
20% of total cover:
Woody vine - All woody vines greater than 3.28 ft in
Woody Vine Stratum (Plot size: )
height.
1. Lonicera japonica FAC+
2. Smilax spp
FAC
3.
4.
Hydrophytic
5.
Vegetation
= Total Cover
Present? Yes X No
50% of total cover:
20% of total cover:
Remarks: (Include photo numbers here or on a separate sheet.)
Facultative species are dominant.
US Army Corps of Engineers Eastern Mountains and Piedmont - Version 2.0

SOIL
Sampling Point: DP -1
Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.)
Depth Matrix Redox Features
(inches) Color (moist) % Color (moist) % Type' Loc2 Texture Remarks
0 - 4 10 YR 4/1 slights silty loam sand
'Type: C=Concentration, D=Depletion, RM=Reduced Matrix, MS=Masked Sand Grains.
Hydric Soil Indicators:
Histosol (Al)
Histic Epipedon (A2)
Black Histic (A3)
Hydrogen Sulfide (A4)
Stratified Layers (A5)
2 cm Muck (A10) (LRR N)
Depleted Below Dark Surface (A11)
Thick Dark Surface (Al2)
Sandy Mucky Mineral (S1) (LRR N,
MLRA 147, 148)
Sandy Gleyed Matrix (S4)
Sandy Redox (S5)
_ Stripped Matrix (S6)
Restrictive Layer (if observed):
Type:
Depth (inches):
Remarks:
2Location: PL=Pore Lining, M=Matrix.
Indicators for Problematic Hydric Soils3:
Dark Surface (S7)
_ 2 cm Muck (A10) (MLRA 147)
Polyvalue Below Surface (S8) (MLRA 147, 148)
_ Coast Prairie Redox (A16)
Thin Dark Surface (S9) (MLRA 147, 148)
(MLRA 147, 148)
Loamy Gleyed Matrix (F2)
_ Piedmont Floodplain Soils (F19)
Depleted Matrix (F3)
(MLRA 136, 147)
Redox Dark Surface (F6)
_ Very Shallow Dark Surface (TF1 2)
Depleted Dark Surface (F7)
_ Other (Explain in Remarks)
Redox Depressions (F8)
Iron -Manganese Masses (F12) (LRR N,
MLRA 136)
Umbric Surface (F13) (MLRA 136, 122) 3Indicators of hydrophytic vegetation and
Piedmont Floodplain Soils (F19) (MLRA 148) wetland hydrology must be present,
Red Parent Material (F21) (MLRA 127, 147) unless disturbed or problematic.
Hydric soil indicators, including low chroma soils were observed.
Hydric Soil Present? Yes X No
US Army Corps of Engineers Eastern Mountains and Piedmont —Version 2.0

WETLAND DETERMINATION DATA FORM — Eastern Mountains and Piedmont Region
Project/Site: Piedmont Block - Storage Area Expansion City/County: Concord / Cabarrus Sampling Date: 5-18-2016
Applicant/Owner: Johnson Concrete, Piedmont Block Company State: NC Sampling Point: DP -2
Investigator(s): Stephen C. Brown / The EI Group, Inc. Section, Township, Range:
Landform (hillslope, terrace, etc.): hillside Local relief (concave, convex, none): convex Slope (%): < 3
Subregion (LRR or MLRA): MLRA 136 Lat: 35.4319 N Long: 80.6085 W Datum:
Soil Map Unit Name: thermic Ultic Hapludults NWI classification:
Are climatic / hydrologic conditions on the site typical for this time of year? Yes X No (If no, explain in Remarks.)
Are Vegetation No , Soil Yes , or Hydrology No significantly disturbed? Are "Normal Circumstances" present? Yes No X
Are Vegetation No , Soil No , or Hydrology No naturally problematic? (If needed, explain any answers in Remarks.)
SUMMARY OF FINDINGS — Attach site map showing sampling point locations, transects, important features, etc.
Hydrophytic Vegetation Present? Yes X No
X Is the Sampled Area
Hydric Soil Present? Yes No within a Wetland? Yes No X
Wetland Hydrology Present? Yes No X
Remarks:
The study area is at the edge of a man-made pond with disturbed soils; therefore, normal circumstances are not present.
All three wetland criteria are not present. The sampling point is not located within a wetland.
HYDROLOGY
Wetland Hydrology Indicators:
Secondary Indicators (minimum of two required)
Primary Indicators (minimum of one is required; check all that apply)
_ Surface Soil Cracks (136)
Surface Water (Al)
_ True Aquatic Plants (1314)
_ Sparsely Vegetated Concave Surface (138)
High Water Table (A2)
_ Hydrogen Sulfide Odor (Cl)
—Drainage Patterns (1310)
Saturation (A3)
_ Oxidized Rhizospheres on Living Roots (C3)
_ Moss Trim Lines (1316)
Water Marks (131)
_ Presence of Reduced Iron (C4)
_ Dry -Season Water Table (C2)
Sediment Deposits (62)
_ Recent Iron Reduction in Tilled Soils (C6)
_ Crayfish Burrows (C8)
Drift Deposits (63)
_ Thin Muck Surface (C7)
_ Saturation Visible on Aerial Imagery (C9)
Algal Mat or Crust (134)
_ Other (Explain in Remarks)
_ Stunted or Stressed Plants (D1)
Iron Deposits (135)
_ Geomorphic Position (D2)
Inundation Visible on Aerial Imagery (137)
_ Shallow Aquitard (D3)
Water -Stained Leaves (139)
_ Microtopographic Relief (D4)
Aquatic Fauna (1313)
_ FAC -Neutral Test (D5)
Field Observations:
Surface Water Present? Yes No
X Depth (inches):
Water Table Present? Yes No
X Depth (inches): > 24"
Saturation Present? Yes No
X Depth (inches):
Wetland Hydrology Present? Yes No X
(includes capillary fringe)
Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available:
Remarks:
Wetland hydrology indicators were not observed.
US Army Corps of Engineers Eastern Mountains and Piedmont – Version 2.0

VEGETATION (Four Strata) - Use scientific names of plants.
Sampling Point: DP -2
7 Prevalence Index worksheet:
= Total Cover Total % Cover of: Multiply by:
50% of total cover: 20% of total cover: OBL species x 1 =
Sapling/Shrub Stratum (Plot size: ) FACW species x 2 =
1. Liquidambar styraciflua FAC+ FAC species x 3 =
2 FACU species x 4 =
3 UPL species x 5 =
4 Column Totals: (A) (B)
5. Prevalence Index = B/A =
7.
Absolute Dominant Indicator
Dominance Test worksheet:
Tree Stratum (Plot size: )
% Cover Species? Status
Number of Dominant Species
1.
Quercus alba
FACU
That Are OBL, FACW, or FAC: 5 (A)
2.
Liriodendron tulipifera
FACU
= Total Cover
4 - Morphological Adaptations' (Provide supporting
Total Number of Dominant
3.
Liquidambar styraciflua
FAC+
Species Across All Strata: 11 (B)
4.
Ulmus americana
FACW
5.
Pinus taeda
FAC
Percent of Dominant Species
-
'Indicators of hydric soil and wetland hydrology must
be present, unless disturbed or problematic.
2. Parthenocissus quinquefolia FAC
3. Woodwardia aerolata OBL
That Are OBL, FACW, or FAC: 45 (A/B)
7 Prevalence Index worksheet:
= Total Cover Total % Cover of: Multiply by:
50% of total cover: 20% of total cover: OBL species x 1 =
Sapling/Shrub Stratum (Plot size: ) FACW species x 2 =
1. Liquidambar styraciflua FAC+ FAC species x 3 =
2 FACU species x 4 =
3 UPL species x 5 =
4 Column Totals: (A) (B)
5. Prevalence Index = B/A =
7.
1 - Rapid Test for Hydrophytic Vegetation
8.
2 -Dominance Test is >50%
9.
_
_ 3 - Prevalence Index is 553.0'
= Total Cover
4 - Morphological Adaptations' (Provide supporting
50% of total cover:
20% of total cover:
-
data in Remarks or on a separate sheet)
Herb Stratum (Plot size: )
Problematic Hydrophytic Vegetation' (Explain)
1.
Microstegium vimineum
FAC+
-
'Indicators of hydric soil and wetland hydrology must
be present, unless disturbed or problematic.
2. Parthenocissus quinquefolia FAC
3. Woodwardia aerolata OBL
4.
Definitions of Four Vegetation Strata:
5.
Tree -Woody plants, excluding vines, 3 in. (7.6 cm) or
more in diameter at breast height (DBH), regardless of
6
7.
height.
8.
Sapling/Shrub - Woody plants, excluding vines, less
9.
than 3 in. DBH and greater than or equal to 3.28 ft (1
m) tall.
Herb - All herbaceous (non -woody) plants, regardless
10.
11.
= Total Cover
of size, and woody plants less than 3.28 ft tall.
50% of total cover:
20% of total cover:
Woody vine - All woody vines greater than 3.28 ft in
Woody Vine Stratum (Plot size: )
height.
1. Lonicera japonica FAC+
2.
Toxicodendron radicans
FAC
3.
4.
Hydrophytic
5.
Vegetation
= Total Cover
Present? Yes X No
50% of total cover:
20% of total cover:
Remarks: (Include photo numbers here or on a separate sheet.)
Hydrophytic species are present but are not dominant.
US Army Corps of Engineers Eastern Mountains and Piedmont - Version 2.0

SOIL
Sampling Point: DP -2
Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.)
Depth Matrix Redox Features
(inches) Color (moist) % Color (moist) % Type' Loc2 Texture Remarks
0-14 7.5 YR 4/6 slighty silty sand
14-24 10 YR 5/4 slighty clayey sandy silt
'Type: C=Concentration, D=Depletion, RM=Reduced Matrix, MS=Masked Sand Grains.
Hydric Soil Indicators:
Histosol (Al)
Histic Epipedon (A2)
Black Histic (A3)
Hydrogen Sulfide (A4)
Stratified Layers (A5)
2 cm Muck (A10) (LRR N)
Depleted Below Dark Surface (A11)
Thick Dark Surface (Al2)
Sandy Mucky Mineral (S1) (LRR N,
MLRA 147, 148)
Sandy Gleyed Matrix (S4)
Sandy Redox (S5)
_ Stripped Matrix (S6)
Restrictive Layer (if observed):
Type:
Depth (inches):
Remarks:
2Location: PL=Pore Lining, M=Matrix.
Indicators for Problematic Hydric Soils3:
Dark Surface (S7)
_ 2 cm Muck (A10) (MLRA 147)
Polyvalue Below Surface (S8) (MLRA 147, 148)
_ Coast Prairie Redox (A16)
Thin Dark Surface (S9) (MLRA 147, 148)
(MLRA 147, 148)
Loamy Gleyed Matrix (F2)
_ Piedmont Floodplain Soils (F19)
Depleted Matrix (F3)
(MLRA 136, 147)
Redox Dark Surface (F6)
_ Very Shallow Dark Surface (TF1 2)
Depleted Dark Surface (F7)
_ Other (Explain in Remarks)
Redox Depressions (F8)
Iron -Manganese Masses (F12) (LRR N,
MLRA 136)
Umbric Surface (F13) (MLRA 136, 122) 3Indicators of hydrophytic vegetation and
Piedmont Floodplain Soils (F19) (MLRA 148) wetland hydrology must be present,
Red Parent Material (F21) (MLRA 127, 147) unless disturbed or problematic.
Hydric soil indicators were not observed.
Hydric Soil Present? Yes No X
US Army Corps of Engineers Eastern Mountains and Piedmont —Version 2.0

WETLAND DETERMINATION DATA FORM — Eastern Mountains and Piedmont Region
Project/Site: Piedmont Block - Storage Area Expansion City/County: Concord / Cabarrus Sampling Date: 3-10-2017
Applicant/Owner: Johnson Concrete, Piedmont Block Company State: NC Sampling Point: DP -3
Investigator(s): Stephen C. Brown / The EI Group, Inc. Section, Township, Range:
Landform (hillslope, terrace, etc.): hillside Local relief (concave, convex, none): convex Slope (%): < 3
Subregion (LRR or MLRA): MLRA 136 Lat: 35.4319 N Long: 80.6085 W Datum:
Soil Map Unit Name: thermic Ultic Hapludults NWI classification:
Are climatic / hydrologic conditions on the site typical for this time of year? Yes X No (If no, explain in Remarks.)
Are Vegetation NO , Soil Yes , or Hydrology NO significantly disturbed? Are "Normal Circumstances" present? Yes No X
Are Vegetation No , Soil No , or Hydrology No naturally problematic? (If needed, explain any answers in Remarks.)
SUMMARY OF FINDINGS — Attach site map showing sampling point locations, transects, important features, etc.
Hydrophytic Vegetation Present? Yes X No
X Is the Sampled Area
Hydric Soil Present? Yes No within a Wetland? Yes No X
Wetland Hydrology Present? Yes No X
Remarks:
The study area is at the edge of a man-made pond with disturbed soils; therefore, normal circumstances are not present.
All three wetland criteria are not present. The sampling point is not located within a wetland.
HYDROLOGY
Wetland Hydrology Indicators:
Secondary Indicators (minimum of two required)
Primary Indicators (minimum of one is required; check all that apply)
_ Surface Soil Cracks (136)
Surface Water (Al)
_ True Aquatic Plants (1314)
_ Sparsely Vegetated Concave Surface (138)
High Water Table (A2)
_ Hydrogen Sulfide Odor (Cl)
—Drainage Patterns (1310)
Saturation (A3)
_ Oxidized Rhizospheres on Living Roots (C3)
_ Moss Trim Lines (1316)
Water Marks (131)
_ Presence of Reduced Iron (C4)
_ Dry -Season Water Table (C2)
Sediment Deposits (62)
_ Recent Iron Reduction in Tilled Soils (C6)
_ Crayfish Burrows (C8)
Drift Deposits (63)
_ Thin Muck Surface (C7)
_ Saturation Visible on Aerial Imagery (C9)
Algal Mat or Crust (134)
_ Other (Explain in Remarks)
_ Stunted or Stressed Plants (D1)
Iron Deposits (135)
_ Geomorphic Position (D2)
Inundation Visible on Aerial Imagery (137)
_ Shallow Aquitard (D3)
Water -Stained Leaves (139)
_ Microtopographic Relief (D4)
Aquatic Fauna (1313)
_ FAC -Neutral Test (D5)
Field Observations:
Surface Water Present? Yes No
X Depth (inches):
Water Table Present? Yes No
X Depth (inches): > 24"
Saturation Present? Yes No
X Depth (inches):
Wetland Hydrology Present? Yes No X
(includes capillary fringe)
Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available:
Remarks:
Wetland hydrology indicators were not observed.
US Army Corps of Engineers Eastern Mountains and Piedmont – Version 2.0

VEGETATION (Four Strata) — Use scientific names of plants.
Tree Stratum (Plot size: )
1. Betula nigra
3.
4.
OFA
50% of total cover:
Sapling/Shrub Stratum (Plot size: )
1. Liguidambar styraciflua
2. Betula nigra
Rosa multiflora
4.
5.
7.
8.
9.
50% of total cover:
Herb Stratum (Plot size: )
1. domestic grasses
4.
5.
7.
8.
9.
10.
11.
50% of total cover:
Woody Vine Stratum (Plot size: )
1. Lonicera japonica
2. Smilax spp.
3.
50% of total cover:
e photo numbers here or on a separate
Sampling Point: DP -3
Absolute Dominant Indicator
Dominance Test worksheet:
% Cover Species? Status
Number of Dominant Species
FACW
That Are OBL, FACW, or FAC:
(A)
Total Number of Dominant
Species Across All Strata:
(B)
Percent of Dominant Species
That Are OBL, FACW, or FAC:
(A/B)
Prevalence Index worksheet:
Total % Cover of:
Multiply by:
= Total Cover
20% of total cover:
OBL species
x 1 =
FACW species
x 2 =
FAC+
FAC species
FACU species
UPL species
Column Totals:
x 3 =
x 4 =
x 5 =
(A)
(B)
FACW
FACU
Prevalence Index = B/A =
1 - Rapid Test for Hydrophytic Vegetation
_ 2 - Dominance Test is >50%
_ 3 - Prevalence Index is 553.0'
= Total Cover 4 - Morphological Adaptations' (Provide supporting
20% of total cover:
data in Remarks or on a separate sheet)
_ Problematic Hydrophytic Vegetation' (Explain)
'Indicators of hydric soil and wetland hydrology must
be present, unless disturbed or problematic.
Definitions of Four Vegetation Strata:
Tree —Woody plants, excluding vines, 3 in. (7.6 cm) or
more in diameter at breast height (DBH), regardless of
height.
Sapling/Shrub — Woody plants, excluding vines, less
than 3 in. DBH and greater than or equal to 3.28 ft (1
m) tall.
Herb — All herbaceous (non -woody) plants, regardless
= Total Cover of size, and woody plants less than 3.28 ft tall.
20% of total cover:
Woody vine — All woody vines greater than 3.28 ft in
height.
FAC+
FAC
Hydrophytic
Vegetation
= Total Cover Present? Yes X No
20% of total cover:
Hydrophytic species are present but are not dominant.
US Army Corps of Engineers Eastern Mountains and Piedmont — Version 2.0

SOIL
Sampling Point: DP -3
Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.)
Depth Matrix Redox Features
(inches) Color (moist) % Color (moist) % Type' Loc2 Texture Remarks
0 - 4 7.5 YR 4/6 slighty silty sand
4-17 10 YR 5/3 slighty clayey sandy silt
17-24 10 YR 5/6 sandy clayey silt
'Type: C=Concentration, D=Depletion, RM=Reduced Matrix, MS=Masked Sand Grains.
Hydric Soil Indicators:
Histosol (Al)
Histic Epipedon (A2)
Black Histic (A3)
Hydrogen Sulfide (A4)
Stratified Layers (A5)
2 cm Muck (A10) (LRR N)
Depleted Below Dark Surface (A11)
Thick Dark Surface (Al2)
Sandy Mucky Mineral (S1) (LRR N,
MLRA 147, 148)
Sandy Gleyed Matrix (S4)
Sandy Redox (S5)
_ Stripped Matrix (S6)
Restrictive Layer (if observed):
Type:
Depth (inches):
Remarks:
2Location: PL=Pore Lining, M=Matrix.
Indicators for Problematic Hydric Soils3:
Dark Surface (S7)
_ 2 cm Muck (A10) (MLRA 147)
Polyvalue Below Surface (S8) (MLRA 147, 148)
_ Coast Prairie Redox (A16)
Thin Dark Surface (S9) (MLRA 147, 148)
(MLRA 147, 148)
Loamy Gleyed Matrix (F2)
_ Piedmont Floodplain Soils (F19)
Depleted Matrix (F3)
(MLRA 136, 147)
Redox Dark Surface (F6)
_ Very Shallow Dark Surface (TF1 2)
Depleted Dark Surface (F7)
_ Other (Explain in Remarks)
Redox Depressions (F8)
Iron -Manganese Masses (F12) (LRR N,
MLRA 136)
Umbric Surface (F13) (MLRA 136, 122) 3Indicators of hydrophytic vegetation and
Piedmont Floodplain Soils (F19) (MLRA 148) wetland hydrology must be present,
Red Parent Material (F21) (MLRA 127, 147) unless disturbed or problematic.
Hydric soil indicators were not observed.
Hydric Soil Present? Yes No X
US Army Corps of Engineers Eastern Mountains and Piedmont —Version 2.0

U.S. ARMY CORPS OF ENGINEERS
ENG
APPLICATION FOR DEPARTMENT OF THE ARMY PERMIT
OMB APPROVAL 003
EXPIRES: 28 FEBRUARY20 20133
33 CFR 325. The proponent agency is CECW-CO-R.
Public reporting for this collection of information is estimated to average 11 hours per response, including the time for reviewing instructions, searching
existing data sources, gathering and maintaining the data needed, and completing and reviewing the collection of information. Send comments regarding
this burden estimate or any other aspect of the collection of information, including suggestions for reducing this burden, to Department of Defense,
Washington Headquarters, Executive Services and Communications Directorate, Information Management Division and to the Office of Management and
Budget, Paperwork Reduction Project (0710-0003). Respondents should be aware that notwithstanding any other provision of law, no person shall be
subject to any penalty for failing to comply with a collection of information if it does not display a currently valid OMB control number. Please DO NOT
RETURN your form to either of those addresses. Completed applications must be submitted to the District Engineer having jurisdiction over the location of
the proposed activity.
PRIVACY ACT STATEMENT
Authorities: Rivers and Harbors Act, Section 10, 33 USC 403; Clean Water Act, Section 404, 33 USC 1344; Marine Protection, Research, and Sanctuaries
Act, Section 103, 33 USC 1413; Regulatory Programs of the Corps of Engineers; Final Rule 33 CFR 320-332. Principal Purpose: Information provided on
this form will be used in evaluating the application for a permit. Routine Uses: This information may be shared with the Department of Justice and other
federal, state, and local government agencies, and the public and may be made available as part of a public notice as required by Federal law. Submission
of requested information is voluntary, however, if information is not provided the permit application cannot be evaluated nor can a permit be issued. One set
of original drawings or good reproducible copies which show the location and character of the proposed activity must be attached to this application (see
sample drawings and/or instructions) and be submitted to the District Engineer having jurisdiction over the location of the proposed activity. An application
that is not completed in full will be returned.
(ITEMS 1 THRU 4 TO BE FILLED BY THE CORPS)
1. APPLICATION NO.
2. FIELD OFFICE CODE
3. DATE RECEIVED
4. DATE APPLICATION COMPLETE
(ITEMS BELOW TO BE FILLED BY APPLICANT)
5. APPLICANT'S NAME
8. AUTHORIZED AGENT'S NAME AND TITLE (agent is not required)
First - Charles Middle - B. Last - Newsome
First - Stephen Middle - C. Last - Brown
Company- Johnson Concrete, Piedmont Block Company
Company - The EI Group, Inc.
E-mail Address -
E-mail Address - [e-mail]
6. APPLICANT'S ADDRESS:
9. AGENT'S ADDRESS:
Address- 106 Old Davidson Place, NW
Address- 201 McCullough Drive, Suite 150
City - Concord State - NC Zip - 28025 Country -
City - Charlotte State - NC Zip - 28262 Country -
7. APPLICANT'S PHONE NOs. w/AREA CODE
10. AGENTS PHONE NOs. WAREA CODE
a. Residence b. Business c. Fax
a. Residence b. Business c. Fax
704-786-4204
704-264-4189 704-593-1640
STATEMENT OF AUTHORIZATION
11. 1 hereby authorize, to act in my behalf as my agent in the processing of this application and to furnish, upon request,
supplemental information in support of this permit application.
SIGNATURE OF APPLICANT DATE
NAME, LOCATION, AND DESCRIPTION OF PROJECT OR ACTIVITY
12. PROJECT NAME OR TITLE (see instructions)
Piedmont Block - Storage Area Expansion
13. NAME OF WATERBODY, IF KNOWN (if applicable)
14. PROJECT STREET ADDRESS (if applicable)
UT of Buffalo Creek
Address 106 Old Davidson Place, NW
15. LOCATION OF PROJECT
Latitude: -N 35.4319 Longitude: -W 80.6085
City - Concord State- NC Zip- 28025
16. OTHER LOCATION DESCRIPTIONS, IF KNOWN (see instructions)
State Tax Parcel ID 5621-06-9192-0000 Municipality City of Concord, North Carolina
Section - Township - Range-
ange-
ENG FORM 4345, OCT 2012 PREVIOUS EDITIONS ARE OBSOLETE. Page 1 of 3

17. DIRECTIONS TO THE SITE
From Interstate 85, head south on Concord Parkway North (US Highway 601) approximately 1.3 miles to right (west) on Davidson
Highway INC Highway 73). Follow Davidson Highway approximately 350 to right on Old Davidson Place, NW. Follow Old Davidson
Place, NW approximately 85 feet into site.
18. Nature of Activity (Description of project, include all features)
Please see the attached narrative that describes Avoidance, Minimization and Compensation.
19. Project Purpose (Describe the reason or purpose of the project, see instructions)
Piedmont Block Company currently manufactures light -weight concrete blocks for segmented retaining walls at their facility located 106
Old Davidson Place, NW in Concord, North Carolina. Due to current economic conditions, Piedmont Block's existing clients have need
for product beyond their current ability to supply the market. Piedmont Block desires to maintain an inventory as much as 1 million blocks
beyond their current capacity in order to meet their market demand. While the project is not water dependent, due to property constraints
and in order to create the required production curing/storage area, Piedmont Block proposes to fill an approximate 0.99 -acre pond and
approximately 0.003 acres of wetlands along an unnamed tributary to Buffalo Creek at their Concord facility.
USE BLOCKS 20-23 IF DREDGED AND/OR FILL MATERIAL IS TO BE DISCHARGED
20. Reason(s) for Discharge
In addition to creating the necessary storage area by filling the open water and adjoining wetland, additional fill will be added to bring the
project area to a suitable elevation.
Approximately 33 linear feet of the down will be cleared of debris, graded to restore the original channel. Rip -rap will then be installed to
stabilize the bed and bank and to dissipate energy.
21. Type(s) of Material Being Discharged and the Amount of Each Type in Cubic Yards:
Type Type Type
Amount in Cubic Yards Amount in Cubic Yards Amount in Cubic Yards
16,000 cubic yards, structural fill, soil
22. Surface Area in Acres of Wetlands or Other Waters Filled (see instructions)
Acres Open water and wetland fill is approximately 0.9905 acres
or
Linear Feet
23. Description of Avoidance, Minimization, and Compensation (see instructions)
Please see the attached narrative that describes Avoidance, Minimization and Compensation.
ENG FORM 4345, OCT 2012 Page 2 of 3

24. Is Any Portion of the Work Already Complete? Yes [—X]No IF YES, DESCRIBE THE COMPLETED WORK
25. Addresses of Adjoining Property Owners, Lessees, Etc., Whose Property Adjoins the Waterbody (if more than can be entered here, please attach a supplemental list).
a. Address- 160 Concord, Inc.; 3600 North Sharon Amity Road
City - Charlotte State - NC Zip - 28205
b. Address- Mark B. and Daniel W. McCormick; P.O. Box 1321
City - Concord State - NC Zip - 28026
c. Address- North Carolina Railroad Company; 2809 Highwoods Boulevard, Suite 100
City - Raleigh State - NC Zip - 27604
d. Address -
City - State - Zip -
e. Address -
City - State - Zip -
26. List of Other Certificates or Approvals/Denials received from other Federal, State, or Local Agencies for Work Described in This Application.
AGENCY TYPE APPROVAL* IDENTIFICATION DATE APPLIED DATE APPROVED DATE DENIED
NUMBER
North Carolina DWR 401 Certification pending 5/30/17
* Would include but is not restricted to zoning, building, and flood plain permits
27. Application is hereby made for permit or permits to authorize the work described in this application. I certify that this information in this application is
complete and accurate. I further certify that I possess the authority to undertake the work described herein or am acting as the duly authorized agent of the
applicant.
Stephen C. Brown
SIGNATURE OF APPLICANT DATE SIGNATURE OF AGENT DATE
The Application must be signed by the person who desires to undertake the proposed activity (applicant) or it may be signed by a duly
authorized agent if the statement in block 11 has been filled out and signed.
18 U.S.C. Section 1001 provides that: Whoever, in any manner within the jurisdiction of any department or agency of the United States
knowingly and willfully falsifies, conceals, or covers up any trick, scheme, or disguises a material fact or makes any false, fictitious or
fraudulent statements or representations or makes or uses any false writing or document knowing same to contain any false, fictitious or
fraudulent statements or entry, shall be fined not more than $10,000 or imprisoned not more than five years or both.
ENG FORM 4345, OCT 2012 Page 3 of 3

North Carolina Department of Natural and Cultural Resources
State Historic Preservation Office
Ramona M. Bartos, Administrator
Governor Pat McCrory
Secretary Susan Kluttz
December 15, 2016
Stephen Brown
The EI Group, Inc.
201 McCullough Drive, Suite 150
Charlotte, NC 28262
Office of Archives and History
Deputy Secretary Kevin Cherry
Re: Fill Pond for Facility Expansion, 106 Old Davidson Place NW, Concord, ENCH160008.00,
Cabarrus County, ER 16-2222
Dear Mr. Brown:
Thank you for your email for November 29, 2016, concerning the above project.
We have conducted a review of the project and are aware of no historic resources which would be affected
by the project. Therefore, we have no comment on the project as proposed.
The above comments are made pursuant to Section 106 of the National Historic Preservation Act and the
Advisory Council on Historic Preservation's Regulations for Compliance with Section 106 codified at 36
CFR Part 800.
Thank you for your cooperation and consideration. If you have questions concerning the above comment,
contact Renee Gledhill -Earley, environmental review coordinator, at 919-807-6579 or
environmental.review(ancdcr.gov. In all future communication concerning this project, please cite the
above referenced tracking number.
Sincerely,
Ramona M. Bartos
Location: 109 East Jones Street, Raleigh NC 27601 Mailing Address: 4617 Mail Service Center, Raleigh NC 27699-4617 Telephone/Fax: [phone]-6599

STORM WATER POLLUTION PREVENTION PLAN
Johnson Concrete Co.
Piedmont Block Co.
Concord, North Carolina Facility
Prepared for:
Johnson Concrete Company, Inc.
205 Klumac Road
Salisbury, North Carolina 28144
PN 050295.0069
Prepared by:
Environmental Quality Management Engineers, P.C.
Cedar Terrace Office Park
3325 Durham -Chapel Hill Boulevard, Suite 250
Durham, North Carolina 27707-2646
January 2006

STORM WATER POLLUTION PREVENTION
PLAN CERTIFICATION
Facility Name: Johnson Concrete Company, Piedmont Block Co.
Facility Type: Concrete Block Plant (SIC Code 3271)
Facility Address: 106 Old Davidson Place.
Concord, North Carolina 28025
Designated person who will be accountable for Storm Water Pollution Prevention at this
facility:
Name and Title: Mike Steele, Plant Manager
Management Certification:
I certify under penalty of law that this document and all attachments were prepared under
my direction or supervision in accordance with a system designed to assure that qualified
personnel properly gathered and evaluated the information submitted. Based on my
inquiry of the person or persons who manage the system, or those persons directly
responsible for gathering the information, the information submitted is, to the best of my
knowledge and belief, true, accurate, and complete. I am aware that there are significant
penalties for submitting false information, including the possibility of fine and
imprisonment for knowing violations.
(Signature)
ii
(Date)

PLAN MODIFICATION — RUNNING LIST
Mod. No.
Description
Date
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
Hi

CONTENTS
Section
Revision: 0
January 2006
Page
PlanCertification................................................................................................................ ii
Plan Modification — Running List...................................................................................... iii
Figures................................................................................................................................ vi
Tables................................................................................................................................. vi
1 Introduction............................................................................................................... 1-1
1.1 Regulatory Background.....................................................................................1-1
1.2 Purpose of the Storm Water Pollution Prevention Plan ..................................... 1-1
1.3 Organization of the Storm Water Pollution Prevention Plan.............................1-2
2 Site Plan.....................................................................................................................2-1
2.1 Facility Location................................................................................................2-1
2.2 Overview of Facility Operations........................................................................2-1
2.3 Drainage Area Profiles.......................................................................................2-4
2.4 Significant Spills/Leaks..................................................................................... 2-7
2.5 Evaluation for Non -Storm Water Discharges.................................................... 2-7
3 Stormwater Management Plan...................................................................................3-1
3.1 Advanced BMPs................................................................................................3-1
3.2 Storm Water Conveyance System Inspection....................................................3-1
4 Spill Prevention and Response Plan..........................................................................4-1
4.1 Risk Assessment Summary of Potential Pollutant Sources ...............................
4-1
4.1.1
Plant/Warehouse - Location Code A .....................................................
4-2
4.1.2
Pond - Location Code B........................................................................
4-2
4.1.3
Off -Road Fuel Storage - Location Code C ............................................4-2
4.1.4
Raw Material Storage - Location Code D .............................................
4-2
4.1.5
Vehicle Loading/Traffic - Location Code E ..........................................4-2
4.1.6
Finished Product Storage - Location Code F ........................................
4-3
4.1.7
On -Site Disposal Systems - Location Code G ......................................4-3
4.1.8
Cement Silo - Location Code H ............................................................
4-3
4.1.9
Stockpile Off -Spec Materials - Location Code I ...................................4-3
4.2 Spill Prevention/Response Procedures and Reporting .......................................
4-4
5 Preventative Maintenance and Good Housekeeping Plan ......................................... 5-1
5.1 Good Housekeeping...........................................................................................5-1
5.2 Preventative Maintenance..................................................................................5-1
5.3 Inspections......................................................................................................... 5-1
5.4 Plan Evaluation.................................................................................................. 5-4
5.5 Recordkeeping................................................................................................... 5-4
iv

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January 2006
CONTENTS (CONTINUED)
Section Page
6 Semi -Annual Qualitative Storm Water Monitoring ................................................... 6-1
7 Employee Training Program ..............
8 Pollution Prevention Team ................
Appendices
.................................................................. 7-1
................................................................... 8-1
A General Storm Water Permit.................................................................................... A-1
B Inspection Logs and Reports.................................................................................... B-1
C Qualitative Monitoring Reports............................................................................... C-1
D Pollution Prevention Meeting Minutes and Training Records ................................. D-1
VA

FIGURES
Number
Revision: 0
January 2006
Page
2-1 Location Map....................................................................................................... 2-2
2-2 Site Plan............................................................................................................... 2-3
2-3 Storm Water Drainage Map................................................................................. 2-5
4-1 Incident Report Form...........................................................................................4-6
5-1 Storm Water Inspection Log Form...................................................................... 5-2
6-1 Qualitative Monitoring Form...............................................................................6-2
7-1 Outline of Storm Water Pollution Prevention Training Program ........................ 7-2
TABLES
Page
2-1 List of Significant Materials at the Facility.........................................................2-6
3-1 Potential Pollutant Sources and Advanced BMPs............................................... 3-2
4-1 Risk Identification for Potential Pollutant Sources..............................................4-1
4-2 Oil Spill Reporting...............................................................................................4-5
8-1 P2 Team Members............................................................................................... 8-2
vi

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January 2006
SECTION 1
INTRODUCTION
1.1 Regulatory Background
The Johnson Concrete, Concord Plant (the facility) received a Certificate of Coverage to
discharge storm water under a National Pollutant Discharge Elimination System (NPDES)
general permit issued by the North Carolina Department of Environment and Natural Resources
(NCDENR) on May 1, 2003. Appendix A contains a copy of the general storm water permit
(NCDENR Permit No. NCG070000). The NPDES permit requires the facility to develop and
implement a Storm Water Pollution Prevention Plan (SWP3).
The SWP3 must be prepared in accordance with good engineering practices and identify
potential sources of pollution that may reasonably be expected to affect the quality of storm
water discharges from the facility. The SWP3 also describes and ensures the implementation of
best management practices (BMPs) that will be used to reduce the pollutants in storm water
discharges and to assure compliance with the terms and conditions of the general permit.
1.2 Purpose of the Storm Water Pollution Prevention Plan
The purpose of this SWP3 is to focus operating personnel at the facility on potential
sources of storm water pollution and to control those sources in order to eliminate or at least
minimize the risk of storm water pollution. The emphasis of the SWP3 is toward pollution
prevention. It is a site-specific plan that identifies point source discharges and potential sources
of storm water pollution in each drainage area that must be evaluated for potential risk and
subsequently controlled.
1-1

Revision: 0
January 2006
Key elements of this SWP3 are:
1) Identification of potential sources of storm water pollution at the facility and
evaluation of their significance.
2) Where required, management of potential pollutant sources by the implementation
of BMPs.
3) Review of the physical site, operations, and the SWP3 at least annually to ensure
that the management controls (i.e., BMPs) are still effective and that the plan is up
to date.
Due to the nature of facility operations, changing economic conditions, changes in
operations, management and personnel changes, and other factors, the SWP3 must be a dynamic
plan to remain an effective tool in preventing storm water pollution. It should be reviewed on a
regular basis and updated as needed to ensure that the plan achieves what it was designed to
accomplish - prevent storm water pollution.
1.3 Organization of the Storm Water Pollution Prevention Plan
The organization of this plan follows the general outline presented in the NCDENR
guidelines document entitled "Storm Water Pollution Prevention Plans for Storm Water Runoff
at Industrial Activities", dated February 1994. The top right corner of each page indicates the
revision number of the page and the date of the latest revision. To facilitate plan updates, a sheet
is included on page iii to log, on a running basis, any corrections, improvements, changes, etc.
The running list will be incorporated into the plan annually.
The facility is not required to file a Superfund Amendments and Reauthorization Act
(SARA) Title III, Section 313 annual toxic chemical release report (EPA Form R) for any water
priority chemicals or other substances; therefore, certification of this SWP3 by a registered
Professional Engineer is not required. Management certification on page ii is required, however.
Section 2 provides pertinent background information on the facility including location
and overview of site drainage areas. Section 3 outlines advanced BMPs, including structural
storm water controls, and inspections of these controls. Section 4 presents the spill prevention
procedures and associated response plan. Section 5 discusses the baseline BMPs, including good
housekeeping and preventative maintenance inspections. Section 6 addresses qualitative
1-2

Revision: 0
January 2006
monitoring of storm water discharge. Section 7 outlines employee training programs, and the
storm water pollution prevention team is outlined in Section 8.
Appendix A contains a copy of the Certificate of Coverage and the North Carolina
NPDES general storm water permit. Appendix B contains the inspection reports. Appendix C
contains reports of semi-annual qualitative monitoring of storm water discharge. Meeting
minutes from pollution prevention meetings and training record forms will be retained in
Appendix D.
1-3

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January 2006
SECTION 2
SITE PLAN
2.1 Facility Location
The facility is located at 10 Old Davidson Place in Concord, North Carolina. The plant is
located approximately two miles from Interstate 85 —Exit No. 58. Figure 2-1 is a map showing
the general location of the facility. A site plan for the facility is provided as Figure 2-2.
The mailing address and facility location for the facility are listed below:
Johnson Concrete Company, Inc.
Piedmont Block Co.
106 Old Davidson Place.
Concord, North Carolina 28025
[phone] (phone)
[phone] (fax)
2.2 Overview of Facility Operations
The facility consists of 21.094 acres. Activity on the site is classified within SIC code of
3271, Concrete Block and Brick. Of the 21.094 acres, approximately 0.25 acres is under
permanent roof, 0.88 acres of pond, and the remaining acreage of gravel areas and roadways.
Sand and lightweight aggregate are received in bulk quantities by truck and stored in large piles
at the east side of the facility. A covered concrete bin shed is located at this area. Portland
cement is received by delivery truck and pneumatically transferred into a closed system silo.
Raw materials are transferred to bins with skid steers and other front end loading machines.
Materials are then transferred by conveyor and transported to a central mixer. The materials are
proportioned by weight in the mixer. Portland cement is augured into the mixer from the fully
contained cement tanks. Water is also used in the manufacturing of the concrete block. Finished
2-1

Revision: 0
January 2006
VA b
Cenfer `
North Concord 0
o
If, - , ;2 U_,
l+1ri1-Fier �a+rlc : 'i
Gk k
Waiter Dr M1iww
Eva CK C Fw c
p4
or,
Eli+
- Concord
240-5 Mapouestxom, Ine ! X20 5 4
Figure 2-1. Location Map
2-2

J
REFERENCE&
l DEED 50M Nrh PAGIL. E71
w
�J
I I
1 1
-o�y 4 Yid'
O
MOTES:
I THIS PROPERTY 15 SLIBJEGT TO RkSHT OF WAY
FOR 5WT4ERN RAILWAY.
x. THE TOTAL AREA WITHIN THE PROPERTY 15 ELS{ ACRES.
Figure 2-2. Site Plan
2-3
wz4_1a r
A PLANT/WAREHOUSE
B fv( v
G OPP ROAD KIEL STORAGE
D RAW MATERIALS
E VEHICLE LOAD WafrRAFFIC
F FINfSFED PROTXICT STORAGE
G ON-SITE rNOPOSAL SYSTEM (0005)
H CEMENT SILO
I STO KIFILEIOFF SPEC MATERIALS
PROf;5RTY LN5
FENCE LINE
ARTA BOIIdDRY
– – – — – UNDEW 2R +ID PIPE
.................. STREAM
I —,\
{rF) l
Jo
---------------------
rI UTILI
_ L2_ l
�, 120' 11f ENVII °1ENTAf_ QUALITYMANAGEMENT, INC.
:Wb PURkAll-c+AM NILL MOULKVAIP. WlZ Mo
Dlll61 K No" CATOLMA 21-1WI
SCALE I'= 12W-0" 1 (9 191 189-5 4 99 FAX. {9.19)L89.5554
JaNNSON CONCRETE GO.
FDIEpPTONT BLOCK CO.
CONCORD, NORTH CAROLINA
r.lar-r
RENSIONS l X29 -' CONOI
Revision: 0
January 2006

Revision: 0
January 2006
block exits the south end of the main plant on a conveyor, and is then transferred by fork lift to
staging areas in the main yard. The finished product is loaded and transported offsite by truck.
Also located on the west side of the facility is an off-road fuel vessel containing No. 2
Diesel Fuel. The tank is permanently covered with a metal shed roof, and has a secondary
containment block wall surrounding the tanks. These secondary containment areas have working
valves to release any rainwater if necessary. Water is tested before draining for any fugitive
fuels. These activities are conducted under the direction of the plant supervisor.
No vehicle maintenance is conducted on site. A few pieces of scrap metal and old
equipment are located around the perimeter fencing on the northwest side of the property. A
waste container is also located at the northwest end of the property and is maintained by an
outside contractor. Out of spec concrete materials are piled on the southeast side of plant. A
mobile grinding unit, which is shared between three other Johnson Concrete plants, is brought
on-site as needed.
2.3 Drainage Area Profiles
"Significant materials," as defined in 40 CFR 122.26(b)(12), are materials related to
industrial activities which include, but are not limited to, raw materials; fuels; materials such as
solvents, detergents, and plastic pellets; finished materials such as metallic products; raw
materials used in food processing or production; hazardous substances designated under Section
101(14) of the Comprehensive Environmental Response, Compensation, and Liability Act
(CERCLA); any chemical the facility is required to report pursuant to Section 313 of Title III of
the SARA; fertilizers; pesticides; and waste products such as ashes, slag, and sludge that have a
potential to be released with storm water discharges.
A thorough review of site plans, interviews, and a site inspection was conducted by
Environmental Quality Management Engineers, P.C. (EQ) in March 2005 to identify significant
materials and define drainage zones. The site's storm water drainage map and location of
significant materials is provided in Figure 2-3. Table 2-1 provides a list of all the significant
materials found onsite with alphabetical codes corresponding to the location of materials on the
storm water drainage map.
2-4

tI`
R,
RIP RAFT
,a
evy E
n
� 'PP
PP
r
r
r
r
N -e' -44'-30%W 249.82'—]
r
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I
Revision: 0
January 2006
uil �
• '* LEGEND
rte' 1Z -
02'
K-111
NOTES,
L DEED 500K 5M, PAGE. 151 L THIS PROPERTY 18 SUBJECT TO RIGHT OF WAY
FOR SOJTHERN RAILWAY.
2, THE TOTAL ARBA WITHIN THE PROPERTY 19 2 LOB4 ACRES.
OFF ROAD FUEL STORAGE
RAW MATERIALS
VEHICLE LOAI71f0.'sITRAPPIC
FINISHED PRODUCT STORAGE
ON-SITE DISPOSAL SYSTEM (OWS)
GEMENT SILO
5TOCKPILEIOFF SPEC MATERIALS
PROPERTY LINE
- - FSE LINE
------- AREA BOLINORY
LA ERCIROLM PIPE
OUTFALL 50UNDRT
....... STISAJ" I
P� 1
1 11
i -- ------
t 1
i
_ rE 1iTILY \�
83.88'
- `— - --- - — - � _ S-2`-2 i'-�•W g-2'-6'-�"-W S-1'-3®'-�'-W °+-s'- Ig'�V�S-E
Figure 2-3. Storm Water Drainage Map
2-5

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January 2006
TABLE 2-1. LIST OF SIGNIFICANT MATERIALS AT THE FACILITY
Potential Pollutant Source
Area
Significant Materials Found in Area
Location
Plant/Warehouse
A
• Block Repel (1700 gal.)
• Iron (111) Oxide (Color Agent) (1500 lbs)
• Bayfer ox 110 Pigment (1000lbs)
• Bayferrox 6593 Pigment (1500 lbs)
• Dry Block II (330 gal.)
• RX -901, Release Agent (55 gal.)
• Shell Alvania EP Grease (24 Tubes)
• Antifreeze/Coolant (5 gal)
• Chevron Hydraulic Oil (55 gal)
• Krete Pallet Lease (55 gal)
• Krete Mix'r E Z (55 gal)
• Krete Econo Plast (55 gal)
• Crystal Clean 100+ (30 gal)
• Alube 500 (24 tubes)
Pond
B
• Receives all outfall from the facility
Off Road Fuel Storage
C
• No. 2 Diesel Fuel (276 gal)
Raw Materials
D
• White sand
• Expanded Shale Rock
• Sand/Gravel
• Natural Sand
• Crushed Stone
Vehicle Loading/Traffic
E
• Dust, lubricants, leaks, grease, & oil
Finished Product Storage
F
Finished Concrete Block Materials
• Metal Wire Webs
• Steel Lintels
On-site Disposal System (OSDS)
Cj
• Debris, garbage, metal scraps
Cement Silo
H
• Portland Cement (150 Tons)
Stockpile/Off Spec Materials
I
Block/Concrete Products
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All storm water for the entire facility drains into the centrally located pond. As the water
level rises, the pond discharges at the southwest end of the property via a 48" concrete pipe. The
exit to the pipe is referred to as Outfall 01. Outfall 01 is located at 80° 36' 33" west longitude
and 35° 25' 53" north latitude. The discharge to Outfall 01 is surrounded by rip -rap to prevent
erosion of the surrounding soil. Outfall 01 discharges to an unnamed tributary of Buffalo Creek,
which flows south for approximately 1 mile to Buffalo Creek and then southeast for
approximately 7 miles to the Rocky River.
2.4 Significant Spills/Leaks
At the time of this report, no known spills or leaks had been reported at this facility.
Reports of future spills and leaks (if any) will be recorded on an Incident Report Form and kept
on file at the facility. Spill reports will be considered part of this plan.
2.5 Evaluation for Non -Storm Water Discharges
The storm water outfalls and drainage areas at the facility have been evaluated for the
presence of non -storm water discharges. EQ conducted a thorough review of facility plans,
interviews, and a site inspection in March 2005. The evaluation and inspection concluded that
discharges at the outfalls are limited to storm water drainage and there will not be any non -storm
water contributions other than steam condensate from the curing process.
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SECTION 3
STORMWATER MANAGEMENT PLAN
Section 2 identified the significant materials at the facility that could potentially come in
contact with precipitation and contribute to the pollutant loading of waters of the State. This
section will discuss advanced BMPs in place at the facility to minimize the amount of these
significant materials entering the waters of the State.
Advanced BMPs differ from Baseline BMPs as defined in U.S. Environmental Protection
Agency's (EPA) NPDES Best Management Practices Guidance Document. Baseline BMPs are
considered to be effective practices that are low in cost and are applicable to broad categories of
industry and types of materials handled. Baseline BMPs include good housekeeping,
preventative maintenance, spill prevention and response, inspections, and training, and are
outlined in Sections 4, 5, and 6 of the SWP3. Advanced BMPs are defined as "...methods or
means to be used in addition to the baseline BMPs and are specific to groups of chemical
substances and one or more of the ancillary sources" (e.g., material storage areas; in -plant
transfer areas, process areas, and material handling areas; loading and unloading areas; and plant
site run-off). This section presents the site advanced BMPs
3.1 Advanced BMPs
Table 3-1 is a listing of the designated areas with significant materials and the advanced
BMPs in place to control releases from each of these areas.
3.2 Storm Water Conveyance System Inspection
Inspections of significant BMPs and storm water conveyance systems are completed
regularly as discussed in Section 5.3 of this SWP3.
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TABLE 3-1. POTENTIAL POLLUTANT SOURCES AND ADVANCED BMPs
Monitoring
Nondestructive Testing
Labeling
X
Covering
X
X
Material Handling Practices
X
X
X
X
X
X
Vehicle Positioning
Dry Cleanup
X
Secondary Containment
X
Flow Diversion
Vapor Control
Dust Control
Sealing
Cleanup MethodSa
Treatment Methods
Ultimate Dis ositionc
U5 U5
U5
U5
U5
U5
U8
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a. Physical (M1: Brooms, shovels, plows), Mechanical M2: Vacuum Systems, pumps, pump/bag system
Chemical M3: Sorbent Media, Gelling agents, foam
b. Liquid -solids separation (T1), Volatilization (T2), Carbon Adsorption (T3), Coagulation/Precipitation (T4),
Neutralization (T5), Ion Exchange (T6), Chemical Oxidation (T7), Biological Treatment (T8), Thermal Oxidation
(T9)
C. Deep well injection (U1), Landfill (U2), Surface impoundments (U3), ocean disposal (U4), discharge to surface
water (U5), reclamation (U6), POTW (U7)., Contract Disposal (U8)
Footnotes a, b, and c: Source of codes in U.S. EPA, NPDES Best Management Practice Guidance Document, EPA -600/9-
79-045.
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SECTION 4
SPILL PREVENTION AND RESPONSE PLAN
4.1 Risk Assessment Summary of Potential Pollutant Sources
The following is a source -by -source review of the areas involved with either handling
and/or storage of significant materials. Each source description is preceded by the location code,
which is shown in Figure 2-1. This section of the plan focuses on ranking those areas, activities,
and/or materials that have a potential to contribute pollutants to storm water runoff from the site.
These rankings are "low," "medium," or "high" risk. This risk identification system is designed
to qualitatively prioritize those significant materials, with the objective of addressing the
"medium" and "high" risk categories with the most appropriate BMPs, if necessary..
Table 4-1 presents the list of materials and pollutants of concern ranked according to their
potential to impact storm water.
TABLE 4-1. RISK IDENTIFICATION FOR POTENTIAL POLLUTANT SOURCES
Potential Pollutant Sources
Location Code
Risk of Storm Water Impact
Low
Medium
High
Plant/Warehouse
A
X
Pond
B
X
Off -Road Fuel Storage
C
X
Raw Material Storage
D
X
Vehicle Loading/Traffic
E
X
Finished Product Storage
F
X
On-site Disposal System (OSDS)
G
X
Cement Silo
H
X
Stockpile/Off Spec Materials
I
X
a Letters refer to location code shown in Figure 2-1.
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4.1.1 Plant/Warehouse— Location Code A
The plant is located at the south end of the property. All block is produced under roof in
this area. In addition, a number of significant materials are also stored under roof in this area.
4.1.2 Pond — Location Code B
The pond receives all drainage from the site before it discharges at Outfall 01 though a
48" concrete pipe.
4.1.3 Off -Road Fuel Storage — Location Code C
The facility has a fueling station for off road diesel. The storage tank is kept under roof
and contained within a block wall. It is filled primarily from tank trucks. Spillage could
potentially occur while the tank is filled or while yard equipment is being filled from the tank.
4.1.4 Raw Material Storage — Location Code D
Sand and aggregate are delivered to the facility by trucks to the plant storage areas
located southeast of the block plant. These materials are stored in an open area surrounded by a
concrete berm. Materials are reclaimed as Skid Steers and other front end loading equipment
pushes material into one of three concrete bins. Each bin contains a conveyor that transports
material to a covered common conveyor. The common conveyor then transfers the material into
the plant.
A second loading point is found near the main drive. The area consists of a bin that is
primarily used for sand. The bin is equipped with a conveyor leading to the covered common
conveyor that transports material into the plant.
4.1.5 Vehicle Loading/Traffic — Location Code E
The vehicle loading and traffic area includes trucks delivering component parts to the site
and transporting products off-site, forklift traffic, and employee traffic. Vehicle Loading and
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traffic is a potential source of solids, oil and grease, but the risk of the impact to storm water is
considered low. This area should be monitored for any large leaks or spills found from vehicles
entering and exiting the facility. During dry seasons, the area should be wetted to control
dusting.
4.1.6 Finished Product Storage — Location Code F
Concrete masonry products are stable and are very insoluble in water. Although concrete
masonry products have low pollutant potential, impurities including sand and dust can increase
the level of total suspended solids runoff from the product storage area.
4.1.7 On-site Disposal Systems (OSDS) — Location Code G
OSDS include large covered dumpsters. These are owned, operated, and maintained by
outside licensed contractors for recycling and removal of debris from the facility. They should
be visually monitored for leakage of pollutants, and contractor notified when they become full.
4.1.8 Cement Silo — Location Code H
Portland cement is stored in a closed system silo and augured into the plant via screw
conveyor.
4.1.9 Stockpile/Off-Spec Materials — Location Code I
Off -Spec materials are accumulated and piled adjacent to and southeast of the main plant.
They are ground on-site as needed. These products are relatively stable and are very insoluble in
water.
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4.2 Spill Prevention/Response Procedures and Reporting
The only significant liquids that are stored on site are lubricant oils, No. 2 diesel fuel,
kerosene, and unleaded gasoline. These materials are all stored in covered areas with secondary
containment to minimize exposure to storm water. This section will focus on the plant's spill
prevention and response procedures associated with these materials and associated operations
(i.e., loading and dispensing).
Upon discovery of a spill, the Production and Facilities Manager (or in his absence the
designated operator) must be notified. The Production and Facilities Manager or his designee
shall notify the appropriate State and local agencies and any required emergency cleanup
contractors. Table 4-2 lists the agencies, telephone numbers, and conditions for such
notification.
Each spill incident must be recorded on the plant's incident report form (see Figure 4-1).
The Production and Facilities Manager or designee will complete the form with input from the
first observer of the spill. Reporting requirements are summarized in Table 4-2.
Plant personnel should not attempt mitigation of any spill, other than an incidental
release. Incidental releases (i.e., <5 gallons) should be acted upon by plant personnel only if safe
to do so. Appropriate personal protective clothing and response equipment must be used for a
response to an incidental spill. This should include the following:
• Chemical splash goggles
• Protective gloves (surgical inner gloves and general chemical -resistant gloves)
• Protective coveralls (Saranex or similar)
• Protective shoes
• Absorbent materials
• Shovels.
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TABLE 4-2: OIL SPILL REPORTING
a Agencies should be notified in the order listed. If the first agency is not responsive, notify the
second agency.
b "Harmful quantities" is defined in 40 CFR 110.3 as (a) violate applicable water quality
standards, or (b) cause a film or sheen upon or discoloration of the surface of the water or
adjoining shorelines or causes a sludge or emulsion to be deposited beneath the surface of the
water or upon the adjoining shorelines.
° Written report must be submitted within 60 days
4-5
One Spill > 1,000 gallons:
Any spilla
Any spill
that reaches a water of the
Or
Two harmful quantity spills
State`
within 12 months:
that reaches a water of the
State
1.
Concord Fire Dept. —
National Response Center
U.S. EPA Region 4
911
[phone]
Atlanta Federal Center
61 Forsyth Street, SW
Atlanta, GA 30303
404 562-8700
2.
Cabarrus County
Concord Fire Dept. — 911
North Carolina DENR Water
Emergency Services —
Quality Section
704.920.2143
512 N. Salisbury St.
Raleigh, NC 27626
[phone]
3.
North Carolina DENR
Cabarrus County Emergency
Water Quality Section
Services —
512 N. Salisbury St.
704.920.2413
Raleigh, NC 27626
800 858-0368
4.
North Carolina DENR
Water Quality Section
512 N. Salisbury St.
Raleigh, NC 27626
[phone]
a Agencies should be notified in the order listed. If the first agency is not responsive, notify the
second agency.
b "Harmful quantities" is defined in 40 CFR 110.3 as (a) violate applicable water quality
standards, or (b) cause a film or sheen upon or discoloration of the surface of the water or
adjoining shorelines or causes a sludge or emulsion to be deposited beneath the surface of the
water or upon the adjoining shorelines.
° Written report must be submitted within 60 days
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JOHNSON CONCRETE COMPANY
INCIDENT REPORT FORM
1. Facility Name: Johnson Concrete — Piedmont Facility Location: Concord, NC
Bock.
2. Incident Date: Approx. Time Began: Discovered: Ended:
3. Reported By:
4. Incident Location (specify specific area of facility):
IF A RELEASE, COMPLETE THIS SECTION:
5. Describe incident in detail (if applicable include materials, volume released, and persons/property involved):
6. Materials involved: (common name, chemical name)
7. Cause of incident:
8. Injuries or property damage:
9. Describe response action and material not recovered:
10. Cleanup residue volume: Spill Kit Restocked? Yes No
11. Emergency response contractor (specify name and phone #):
12. Emergency agencies at scene (names and phone #s):
13. Potential public exposure? yes no comments:
14. Describe actions taken to prevent recurrence:
15. Spill residue shipping papers (check): Bill of Lading Manifest
16. IF NOT A RELEASE, DESCRIBE INCIDENT:
17. Follow-up action:
18. Notification: Concord City Fire Cabarrus County North Carolina DENR
Dept. Emergency Services
911 704.920.2143 800-858-0368
Required? yes yes no yes no
Date/Time:
Contact name:
Report #:
Comments recd:
19. Written Reports:
Required? No yes no yes no
Name of preparer (print): Date:
Not Applicable
Figure 4-1. Incident Report Form
4-6
Nat'l Response Center
800-424-8802
yes no
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An inventory of personal protective clothing is maintained onsite. Absorbent materials
and shovels are also maintained on site. In addition, a spill pan and a spill kit are maintained
onsite. The spill kit contains the following materials:
• 65 -gallon overpack container
• Absorbent socks, pads, and pillows
• Wipes
• Tamper -proof labels
• Disposable bags and ties
• Emergency Response Guide Book.
The general procedures to be employed when responding to and stopping an incidental
spill are as follows:
• Identify the cause of the spill or release, if safe to do so.
• Determine quickly the magnitude of the spill or release, if safe to do so.
• If a leak or other low-volume release is observed, take appropriate measures to
stop the flow of material (e.g., close valve, shut pump off, etc.), if safe to do so.
The tank or container in question shall be taken out of service immediately until
the cause can be determined/confirmed and the tank subsequently repaired.
• Use the spill pan or overpack drum to contain leaking containers if it is safe to do
SO.
• Contain all spilled material by using a shovel or other means to quickly form a
containment berm or collection sump for incidental spills of less than 25 gallons.
An incidental spill or release may also be absorbed with absorbent media.
• Recovered material must be disposed of properly.
If an oil spill is determined to be uncontrollable, is greater than or equal to 25 gallons,
and/or has migrated outside the property boundaries, employees must not attempt to respond.
Immediately contact the Production and Facilities Manager or his designee who will contact the
appropriate Agency in Table 3. During such contact, the Production and Facilities Manager or
designee should be prepared to give the following information:
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• His or her name and position with the company
• Facility name
• Material spilled and estimated amount of spill (in gallons)
• Source of spill
• Area affected
• Date and time that spill was first observed
• Response actions conducted and success
• Outside agencies contacted (if any).
The Production and Facilities Manager should then report the incident (if required) by
following the spill notification procedures of the storm water permit (see Appendix A).
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SECTION 5
PREVENTATIVE MAINTENANCE AND GOOD HOUSEKEEPING PLAN
5.1 Good Housekeeping
The facility has implemented an inspection schedule to ensure that good housekeeping
practices are promoted and used on site. The Production and Facilities Manager's designee
inspects the grounds regularly to ensure orderly conditions are maintained on site. When an
unclean or unsafe situation is observed, the appropriate personnel are notified and remedial
actions are taken.
5.2 Preventative Maintenance
Facility personnel will conduct regularly scheduled inspections as discussed in Section
5.3. Malfunctions or problems that could result in discharges of pollutants to storm water that
are noted during the inspection will be addressed through preventative maintenance activities.
5.3 Inspections
The facility's Production and Facilities Manager or his representative will conduct
inspections of the facility. Inspections are conducted on a semi-annual schedule, at minimum.
Inspections will be conducted, at minimum, once in the spring (April — June) and once in the fall
(September - November). The goal of these inspections is to identify and prevent the
introduction of pollutants from facility operations to storm water runoff. Inspections are
documented on inspection log (Figure 5-1), which is maintained by the Production and Facilities
Manager. The log will be kept in Appendix B for reference.
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Surveillance will include the following:
• Inspecting the yard area for possible sheens. Then tracing the sheen back to
pollutant source and applying BMPs to ensure the problem is corrected.
• Inspect material storage areas and dumpster for evidence of spills/leaks. Ensure
materials are secured and properly covered/contained as appropriate.
• Inspect storm water conveyances and outfall for evidence of contaminants (oil
staining, metals, debris, etc.). Ensure conveyances and outfalls are unobstructed
and free of visible contaminants.
• Inspect the storm water drainage area for evidence of pollutants entering the
drainage system.
• Evaluate the effectiveness of measures to reduce pollutant contributions and
whether additional measures are needed.
• Observe structural controls and other storm water BMPs to ensure proper
operation.
• Inspect any equipment needed to implement the plan, such as absorbent materials
and spill kit.
• Revise the plan as needed within 30 days of inspection (potential pollutant source
description and description of measures and controls).
• Implement any necessary changes in a timely manner, but at least within 12
weeks of the inspection.
• Prepare a report summarizing inspection results and follow-up actions, the date of
inspection, and personnel who conducted the inspection; identify any incidents of
noncompliance or certify that the facility is in compliance with the plan. Copies
of the annual reports will be kept in Appendix B.
• All incidents of noncompliance must be documented in the inspection report. If
no incidents of noncompliance are discovered, the inspection report must contain
a certification that the facility is in compliance with the plan.
• The inspection report must be signed by a responsible corporate officer. Signed
inspection reports will be retained in Appendix B.
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5.4 Plan Evaluation
The facility will also conduct an annual evaluation of the overall effectiveness of the
SWP3. The evaluation will be conducted as part of the annual Pollution Prevention team
meeting described in Section 8. Specifically, the evaluation will: 1) verify the accuracy of the
potential pollutant sources listed in the plan, 2) determine if the drainage map is accurate or
needs to be updated to reflect current conditions, 3) verify that the baseline and advanced BMPs
listed in the plan are properly identified, in place, and working, and 4) identify areas where new
controls (i.e., BMPs) are needed so they may be incorporated into the plan.
5.5 Recordkeeping
Completed storm water inspection logs and comprehensive site compliance evaluation
reports will be maintained for a period of at least 5 years and will be considered part of this plan.
These records will be kept in Appendix B of this plan and on site at the facility and will be made
accessible during normal operating hours.
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SECTION 6
SEMI-ANNUAL QUALITATIVE STORM WATER MONITORING
In accordance with the general permit (provided in Appendix A), the facility is required
to conduct qualitative monitoring of storm water discharge. Qualitative monitoring must be
conducted on a semi-annual basis, once during the spring (April — June) and once during the fall
(September — October). Qualitative monitoring must be performed during a discharge, but does
not need to occur during a representative storm event (as defined in Part Vl, Condition 20 of the
general permit).
Monitoring must be conducted at Outfall 01. The discharge will be visually observed for
color, odor, clarity, floating solids, suspended solids, foam, oil sheen, and other obvious
indicators of storm water pollution. An investigation must be initiated and corrective action
taken if significant storm water pollution is found. All visual examinations and corrective action
(if necessary) must be documented on the visual examination forms provided in Figure 6-1
Records of qualitative monitoring must be filed in Appendix C of the SWP3 and kept on
site for a period of 5 years.
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JOHNSON CONCRETE
QUALITATIVE MONITORING FORM
Year: 20
Page 1 of 2
April -June ❑
September -November ❑
Monitoring Date / /
Time:
Rainfall Amount: inches
Yes
No
Does the discharge have a discernable color?
Does the discharge have a discernable odor?
Is the discharge clear?
Are floating solids present?
Are suspended solids present?
Does the discharge contain any foam?
Is oil sheen present?
Are there any other signs of storm water contamination?
If answered yes to any of the above questions, please describe:
Further investigation required? Yes ❑ No ❑ If yes, complete page 2
Visual examination conducted by:
Figure 6-1. Qualitative Monitoring Form
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JOHNSON CONCRETE
QUALITATIVE MONITORING FORM
II Year: 20 1 Page 2 of 2 1�
April -June ❑ I September -November ❑
Results of investigation:
Recommended corrective actions:
Corrective actions performed:
Authorized Signature:
Figure 6-1. (continued)
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SECTION 7
EMPLOYEE TRAINING PROGRAM
With the development of this Storm Water Pollution Prevention Plan, the facility will
continue training programs designed to train selected employees on the contents and goal of the
plan. Topics such as spill prevention, spill response, spill reporting, good housekeeping, and
material management practices will be included in the training program. Training will be
conducted on an annual basis, at minimum.
Figure 7-1 presents an outline of the annual training program that will be given to
employees selected by the Pollution Prevention Team. Training records will be maintained in
Appendix D for a minimum of 5 years.
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STORM WATER POLLUTION PREVENTION TRAINING PROGRAM OUTLINE
I. Johnson Concrete Co., Inc's Storm Water Permit
A. Overview of the permit
B. Impact of the permit on plant operations
IL Review of Storm Water Pollution Prevention Plan
III. Discussion of Facility Operations and General Areas of Concern
IV. Locations of Potential Pollutants
V. Pollution Prevention Practices at the plant
A. Good Housekeeping
B. Preventive Maintenance
C. Material Management Practices
VL Spill Response Procedures and Reporting
VII. Annual Review
A. Spills or releases
B. Inspections
C. BMPs (existing and proposed)
Figure 7-1. Outline of Storm Water Pollution Prevention Training Program
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SECTION 8
POLLUTION PREVENTION TEAM
The purpose of the storm water pollution prevention (P2) team is to develop and
implement the SWP3. The team's goal is to prevent or minimize the introduction of
pollutants from facility operations to waters of the State. Members of the P2 team
identified below have been selected because each of them satisfied one or more of the
following criteria:
• Has position of authority to implement provisions of the plan.
• Scope of the plan is within the range of assigned duties.
• Is knowledgeable of facility operations.
• Is familiar with the facility's operations and waste management practices.
Table 8-1 lists the titles of the individuals who comprise the storm water P2 team
as well as their role and individual responsibilities as members of the P2 team. Based on
the size and nature of the facility, this team is sufficient to ensure the plan is developed
and implemented.
In addition to the selection of appropriate team members, communication is an
important factor in ensuring that the plan is successful and continues to improve with its
dynamic operations. The makeup of the team addresses all aspects of the plan, and its
size will not pose a problem for scheduling regular P2 meetings. Also, with the close
interaction of site personnel, regular, informal communication of developments will
further strengthen the lines of communication.
At a minimum, the P2 team will meet annually to discuss and evaluate the plan
and address action items as identified by the Team Leader. The Team Leader may
request additional meetings depending on the number and complexity of the action items.
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TABLE 8-1. P2 TEAM MEMBERS
Team Member
Role
Responsibilities
Mike Steele
Plant
• Identify pollutant sources and risks associated with
Manager
pollutants
• Specify BMPs with input from P2 Team
• Establish spill emergency procedures
• Establish reporting requirements
• Implement SWP3
• Schedule and conduct P2 meetings
• Assist other P2 members as needed to implement,
maintain, and revise the SWP3
• Serve as facility contact for outside inquiries
concerning SWP3
• Evaluate effectiveness of plan by conducting
periodic inspections
Dale Ludwig
Maintenance
• Serve as leader in absence of Plant Manager
Foreman
. Serve as contact in event of spill or release
• Provide input to development of BMPs
• Coordinate preventative maintenance activities
• Participate in P2 meetings
• Review and comment on SWP3 revisions
Charlie
Operator
• Conduct annual storm water training
Honeycutt
• Participate in P2 meetings
• Serve as contact in event of spill or release
0 Review and comment on SWP3 revisions
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Prior to each scheduled meeting, the Team Leader will prepare a meeting agenda to
ensure all critical items are discussed. If a team member cannot attend, he or she will
make all reasonable efforts to secure a competent substitute for the meeting.
Documentation of the attendance and minutes of the meetings will be maintained in
Appendix D.
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APPENDIX A
GENERAL STORM WATER PERMIT
FEW

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APPENDIX B
INSPECTION LOGS AND REPORTS

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APPENDIX C
QUALITATIVE MONITORING REPORTS
C-1

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APPENDIX D
POLLUTION PREVENTION MEETING MINUTES
AND TRAINING RECORDS
D-1

STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
GENERAL PERMIT NO. NCG070000
TO DISCHARGE STORMWATER UNDER THE
NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM
for establishments primarily engaged in the following activities:
Stone, Clay, Glass, & Concrete Products
In compliance with the provisions of North Carolina General Statute 143-215.1, other lawful standards and
regulations promulgated and adopted by the North Carolina Environmental Management Commission and
the Federal Water Pollution Control Act, as amended, this permit is hereby issued to all owners or operators,
hereinafter permittees, which are covered by this permit as evidenced by receipt of a Certificate of Coverage
by the Environmental Management Commission to allow the discharge of stormwater to the surface
waters of North Carolina or to a separate storm sewer system conveying discharges to surface waters in
accordance with the terms and conditions set forth herein.
Coverage under this General Permit is applicable to:
♦ All owners or operators of stormwater point source discharges associated with activities classified as
establishments primarily engaged in activities classified as Stone, Clay, Glass, and Concrete Products
[Standard Industrial Classification (SIC) 32];
♦ Stormwater point source discharges from like industrial activities deemed by The Division of Water
Quality (DWQ) to be similar to these operations in the process, or the discharges, or the exposure of raw
materials, intermediate products, by-products, products, or waste products.
Except upon DWQ determination of similarity as provided immediately above, the following
activities and associated discharges are excluded from coverage under this General Permit:
♦ Establishments primarily engaged in Ready -mixed Concrete [SIC 3273] or Hydraulic Cement [SIC
3241].
The General Permit shall become effective on June 1, 2013.
The General Permit shall expire at midnight on May 31, 2018.
Signed this day May 20, 2013.
Original signed by Matt Matthews
for Charles Wakild, P.E., Director
Division of Water Quality
By the Authority of the Environmental Management Commission

Permit No. NCG070000
TABLE OF CONTENTS
PART I INTRODUCTION
Section A: General Permit Coverage
Section B: Permitted Activities
PART II MONITORING, CONTROLS, AND LIMITATIONS FOR PERMITTED DISCHARGES
Section A: Stormwater Pollution Prevention Plan
Section B: Analytical Monitoring Requirements for Stormwater Discharges from On -Site
Vehicle and Equipment Maintenance
Section C: Stormwater Discharges: Qualitative Monitoring Requirements
PART III STANDARD CONDITIONS FOR NPDES STORMWATER GENERAL PERMITS
Section A: Compliance and Liability
1. Compliance Schedule
2. Duty to Comply
3. Duty to Mitigate
4. Civil and Criminal Liability
S. Oil and Hazardous Substance Liability
6. Property Rights
7. Severability
8. Duty to Provide Information
9. Penalties for Tampering
10. Penalties for Falsification of Reports
11. Onshore or Offshore Construction
12. Duty to Reapply
Section B: General Conditions
1. General Permit Expiration
2. Transfers
3. When an Individual Permit May be Required
4. When an Individual Permit May be Requested
5. Signatory Requirements
6. General Permit Modification, Revocation and Reissuance, or
Termination
7. Certificate of Coverage Actions
i

Permit No. NCG070000
8. Annual Administering and Compliance Monitoring Fee Requirements
Section C: Operation and Maintenance of Pollution Controls
1. Proper Operation and Maintenance
2. Need to Halt or Reduce not a Defense
3. Bypassing of Stormwater Control Facilities
Section D: Monitoring and Records
1.
Representative Sampling
2.
Recording Results
3.
Flow Measurements
4.
Test Procedures
5.
Representative Outfall
6.
Records Retention
7.
Inspection and Entry
Section E: Reporting
Requirements
1.
Discharge Monitoring Reports
2.
Submitting Reports
3.
Availability of Reports
4.
Non-Stormwater Discharges
S.
Planned Changes
6.
Anticipated Noncompliance
7.
Spills
8.
Bypass
9.
Twenty-four Hour Reporting
10.
Other Noncompliance
11.
Other Information
PART IV DEFINITIONS
in

Permit No. NCG070000
PART I - INTRODUCTION
SECTION A: GENERAL PERMIT COVERAGE
All persons desiring to have facilities covered by this General Permit must register with the Division
of Water Quality (DWQ) by the filing of a Notice of Intent (NOI) and applicable fees. The NOI shall be
submitted and a certificate of coverage issued prior to any point source discharge of stormwater
associated with industrial activity to the surface waters of the state.
Any owner or operator not wishing to be covered or limited by this General Permit may make
application for an individual NPDES permit in accordance with NPDES procedures in 15A NCAC 2H
.0100, stating the reasons supporting the request. Any application for an individual permit should
be made at least 180 days prior to commencement of discharge.
This General Permit does not cover activities or discharges covered by an individual NPDES permit
until the individual permit has expired or has been revoked. Any person conducting an activity
covered by an individual permit but which could be covered by this General Permit may request
that the individual permit be revoked and coverage under this General Permit be provided.
If industrial materials and activities are not exposed to precipitation or runoff as described in 40
CFR §122.26(g), the facility may qualify for a No Exposure Exclusion from NPDES stormwater
discharge permit requirements. Any owner or operator wishing to obtain a No Exposure Exclusion
must submit a No Exposure Certification Notice of Intent (NOI) form to the Division; must receive
approval by the Division; must maintain no exposure conditions unless authorized to discharge
under a valid NPDES stormwater permit; and must recertify the No Exposure Exclusion annually.
Any facility may apply for new or continued coverage under this permit until a Total Maximum
Daily Load (TMDL) for pollutants for stormwater is established. A TMDL sets a pollutant -loading
limit that affects a watershed, or portion of a watershed, draining to a specific impaired water. For
discharges to watersheds affected by a TMDL, coverage under this permit may depend on the
facility demonstrating it does not have reasonable potential to violate applicable water
quality standards for those pollutants as a result of discharges. If DWQ determines that
discharges have reasonable potential to cause water quality standard violations, the facility shall
apply for an individual permit 180 days prior to the expiration date of this General Permit. Once
that individual permit is effective, the facility will no longer have coverage under this General
Permit. Note that the permittee must identify impaired waters (scheduled for TMDL development)
and waters already subject to a TMDL in the Site Plan, as outlined in the Stormwater Pollution
Prevention Plan, Part II, Section A. A list of approved TMDLs for the state of North Carolina can be
found at http://portal.ncdenr.org/web/wq/ps/mtu/tmdl.
Part I Page 1 of 2

Permit No. NCG070000
SECTION B: PERMITTED ACTIVITIES
Until coverage under this permit expires or is modified or revoked, the permittee is authorized to
discharge stormwater to the surface waters of North Carolina, or to a separate storm sewer system,
which has been adequately treated and managed in accordance with the terms and conditions of
this General Permit.
Any other point source discharge to surface waters of the state is prohibited unless it is an
allowable non-stormwater discharge or is covered by another permit, authorization, or approval.
The discharges allowed by this General Permit shall not cause or contribute to violations of
Water Quality Standards.
This permit does not relieve the permittee's responsibility for compliance with any other applicable
federal, state, or local law, rule, standard, ordinance, order, or decree.
Part I Page 2 of 2

Permit No. NCG070000
PART II — MONITORING, CONTROLS, AND LIMITATIONS FOR PERMITTED
DISCHARGES
SECTION A: STORMWATER POLLUTION PREVENTION PLAN
The permittee shall develop and implement a Stormwater Pollution Prevention Plan (SPPP). The
SPPP shall be maintained on site unless exempted from this requirement by the Division. The SPPP
is public information in accordance with Part III, Standard Conditions, Section E, paragraph 3 of this
permit. The SPPP shall include, at a minimum, the following items:
Site Overview. The Site Overview shall provide a description of the physical facility and the
potential pollutant sources that may be expected to contribute to contamination of stormwater
discharges. The Site Overview shall contain the following:
(a) A general location map (USGS quadrangle map or appropriately drafted equivalent map),
showing the facility's location in relation to transportation routes and surface waters; the
name of the receiving waters to which the stormwater outfalls discharge, or if the discharge
is to a municipal separate storm sewer system, the name of the municipality and the
ultimate receiving waters; and accurate latitude and longitude of the points of stormwater
discharge associated with industrial activity. The general location map (or alternatively the
site map) shall identify whether any receiving waters are impaired (on the state's 303(d)
list of impaired waters) or if the site is located in a watershed for which a TMDL has been
established, and what the parameters of concern are.
(b) A narrative description of storage practices, loading and unloading activities, outdoor
process areas, dust or particulate generating or control processes, and waste disposal
practices. A narrative description of the potential pollutants that could be expected to be
present in the stormwater discharge from each outfall.
(c) A site map drawn at a scale sufficient to clearly depict: the site property boundary; the
stormwater discharge outfalls; all on-site and adjacent surface waters and wetlands;
industrial activity areas (including storage of materials, disposal areas, process areas,
loading and unloading areas, and haul roads); site topography and finished grade; all
drainage features and structures; drainage area boundaries and total contributing area for
each outfall; direction of flow in each drainage area; industrial activities occurring in each
drainage area; buildings; stormwater Best Management Practices (BMPs); and impervious
surfaces. The site map must indicate the percentage of each drainage area that is
impervious, and the site map must include a graphic scale indication and north arrow.
(d) A list of significant spills or leaks of pollutants during the previous three (3) years and
any corrective actions taken to mitigate spill impacts.
(e) Certification that the stormwater outfalls have been evaluated for the presence of non-
stormwater discharges. The permittee shall re -certify annually that the stormwater
outfalls have been evaluated for the presence of non-stormwater discharges. The
certification statement will be signed in accordance with the requirements found in Part III,
Standard Conditions, Section B, Paragraph 5.
Part II Page 1 of 9

Permit No. NCG070000
2. Stormwater Management Strategy. The Stormwater Management Strategy shall contain a
narrative description of the materials management practices employed which control or
minimize the stormwater exposure of significant materials, including structural and
nonstructural measures. The Stormwater Management Strategy, at a minimum, shall
incorporate the following:
(a) Feasibility Study. A review of the technical and economic feasibility of changing the
methods of operations and/or storage practices to eliminate or reduce exposure of
materials and processes to rainfall and run-on flows. Wherever practical, the permittee
shall prevent exposure of all storage areas, material handling operations, and
manufacturing or fueling operations. In areas where elimination of exposure is not
practical, this review shall document the feasibility of diverting the stormwater run-on
away from areas of potential contamination.
(b) Secondary Containment Requirements and Records. Secondary containment is
required for: bulk storage of liquid materials including petroleum products; storage in a—X
amount of Section 313 of Title III of the Superfund Amendments and Reauthorization Act
(SARA) water priority chemicals; and storage in any amount of hazardous substancesin
order to prevent leaks and spills from contaminating stormwater runoff. A table or
summary of all such tanks and stored materials and their associated secondary containment
areas shall be maintained. If the secondary containment devices are connected to
stormwater conveyance systems, the connection shall be controlled by manually activated
valves or other similar devices (which shall be secured closed with a locking mechanism).
Any stormwater that accumulates in the containment area shall be at a minimum visually
observed for color, foam, outfall staining, visible sheens and dry weather flow, prior to
release of the accumulated stormwater. Accumulated stormwater shall be released if found
to be uncontaminated by any material. Records documenting the individual making the
observation, the description of the accumulated stormwater, and the date and time of the
release shall be kept for a period of five (5) years. For facilities subject to a federal oil Spill
Prevention, Control, and Countermeasure Plan (SPCC), any portion of the SPCC plan fully
compliant with the requirements of this permit may be used to demonstrate compliance
with this permit.
(c) BMP Summary. A listing of site structural and non-structural Best Management Practices
(BMPs) shall be provided. The installation and implementation of BMPs shall be based on
the assessment of the potential for sources to contribute significant quantities of pollutants
to stormwater discharges and on data collected through monitoring of stormwater
discharges. The BMP Summary shall include a written record of the specific rationale for
installation and implementation of the selected site BMPs. The BMP Summary shall be
reviewed and updated annually.
Spill Prevention and Response Procedures. The Spill Prevention and Response Procedures
(SPRP) shall incorporate an assessment of potential pollutant sources based on a materials
inventory of the facility. Facility personnel responsible for implementing the SPRP shall be
identified in a written list incorporated into the SPRP and signed and dated by each individual
acknowledging their responsibilities for the plan. A responsible person shall be on-site at all
times during facility operations that have the potential to contaminate stormwater runoff
through spills or exposure of materials associated with the facility operations. The SPRP must
be site stormwater specific. Therefore, an oil Spill Prevention Control and Countermeasure
plan (SPCC) may be a component of the SPRP, but may not be sufficient to completely address
the stormwater aspects of the SPRP. The common elements of the SPCC with the SPRP may be
incorporated by reference into the SPRP.
Part II Page 2 of 9

Permit No. NCG070000
4. Preventative Maintenance and Good Housekeeping Program. A preventative maintenance
and good housekeeping program shall be developed and implemented. The program shall
address all stormwater control systems (if applicable), stormwater discharge outfalls, all on-site
and adjacent surface waters and wetlands, industrial activity areas (including material storage
areas, material handling areas, disposal areas, process areas, loading and unloading areas, and
haul roads), all drainage features and structures, and existing structural BMPs. The program
shall establish schedules of inspections, maintenance, and housekeeping activities of
stormwater control systems, as well as facility equipment, facility areas, and facility systems
that present a potential for stormwater exposure or stormwater pollution where not already
addressed under another element of the SPPP. Inspection of material handling areas and
regular cleaning schedules of these areas shall be incorporated into the program. Timely
compliance with the established schedules for inspections, maintenance, and housekeeping
shall be recorded and maintained in the SPPP.
Facility Inspections. Inspections of the facility and all stormwater systems shall occur as part
of the Preventative Maintenance and Good Housekeeping Program at a minimum on a semi-
annual schedule, once during the first half of the year (January to June), and once during the
second half (July to December), with at least 60 days separating inspection dates (unless
performed more frequently than semi-annually). These facility inspections are different from,
and in addition to, the stormwater discharge characteristic monitoring at the outfalls required
in Part II B and C of this permit.
6. Employee Training. Training programs shall be developed and training provided at a
minimum on an annual basis for facility personnel with responsibilities for: spill response and
cleanup, preventative maintenance activities, and for any of the facility's operations that have
the potential to contaminate stormwater runoff. The facility personnel responsible for
implementing the training shall be identified, and their annual training shall be documented by
the signature of each employee trained.
7. Responsible Party. The SPPP shall identify a specific position or positions responsible for the
overall coordination, development, implementation, and revision of the SPPP. Responsibilities
for all components of the SPPP shall be documented and position assignments provided.
8. SPPP Amendment and Annual Update. The permittee shall amend the SPPP whenever there
is a change in design, construction, operation, site drainage, maintenance, or configuration of
the physical features which may have a significant effect on the potential for the discharge of
pollutants to surface waters. All aspects of the SPPP shall be reviewed and updated on an
annual basis. The annual update shall include:
(a) an updated list of significant spills or leaks of pollutants for the previous three (3)
years, or the notation that no spills have occurred (element of the Site Overview);
(b) a written re -certification that the stormwater outfalls have been evaluated for the
presence of non-stormwater discharges (element of the Site Overview);
(c) a documented re-evaluation of the effectiveness of the on-site stormwater BMPs
(BMP Summary element of the Stormwater Management Strategy).
(d) a review and comparison ofsample analytical data to benchmark values (if
applicable) over the past year, including a discussion about Tiered Response status.
The permittee shall use the Division's Annual Summary Data Monitoring Report
(DMR) form, available from the Stormwater Permitting Unit's website (See
'Monitoring Forms' here: http://aortal.ncdenr.org/web/wq/ws/su/npdessw).
Part II Page 3 of 9

Permit No. NCG070000
The Director may notify the permittee when the SPPP does not meet one or more of the
minimum requirements of the permit. Within 30 days of such notice, the permittee shall submit
a time schedule to the Director for modifying the SPPP to meet minimum requirements. The
permittee shall provide certification in writing (in accordance with Part III, Standard
Conditions, Section B, Paragraph 5) to the Director that the changes have been made.
9. SPPP Implementation. The permittee shall implement the Stormwater Pollution Prevention
Plan and all appropriate BMPs to prevent contaminants from entering surface waters via
stormwater. Implementation of the SPPP shall include documentation of all monitoring,
measurements, inspections, maintenance activities, and training provided to employees,
including the log of the sampling data and of actions taken to implement BMPs associated with
the industrial activities, including vehicle maintenance activities. Such documentation shall be
kept on-site for a period of five (5) years and made available to the Director or the Director's
authorized representative immediately upon request.
Part II Page 4 of 9

Permit No. NCG070000
SECTION B: ANALYTICAL MONITORING REQUIREMENTS FOR STORMWATER
DISCHARGES FROM ON-SITE VEHICLE AND EQUIPMENT MAINTENANCE
Facilities that have any vehicle maintenance activity occurring on-site which uses more than 55
gallons of new motor oil and/or hydraulic oil per month when averaged over the calendar
year shall perform analytical monitoring as specified below in Table 1. All analytical monitoring
shall be performed during a measureable storm event at all stormwater discharge outfalls (SDOs)
that discharge stormwater runoff from vehicle maintenance areas, and in accordance with the
schedule presented in Table 2. Sampling is not required outside of the facility's normal operating
hours.
A measurable storm event is a storm event that results in an actual discharge from the
permitted site outfall. The previous measurable storm event must have been at least 72 hours
prior. The 72 -hour storm interval does not apply if the permittee is able to document that a shorter
interval is representative for local storm events during the sampling period, and the permittee
obtains approval from the local DWQ Regional Office. See Definitions.
Table 1. Analytical Monitoring Requirements for On -Site Vehicle Maintenance
Discharge Characteristics
Units
Measurement
Fre uenc 1
Sample
Type2
Sample
Location3
Non -Polar Oil & Grease by
EPA Method 1664 SGT -HEM
mg/L
semi-annual
Grab
SDO
Total Suspended Solids TSS
m L
semi-annual
Grab
SDO
Total Rainfa114
inches
semi-annual
Rain gauge
New Motor Oil Usage
1 gallons/month
1 semi-annual
Estimate
-
Footnotes:
1 Measurement Frequency: Twice per year (unless other provisions of this permit prompt monthly
sampling) during a measureable storm event, until either another permit is issued for this facility or
until this permit is revoked or rescinded. See Table 2 for schedule of monitoring periods through the end
of this permitting cycle. If the facility is monitoring monthly because of Tier Two or Three response
actions under the previous General Permit, the facility should continue a monthly monitoring schedule.
2 Grab samples shall be collected within the first 30 minutes of discharge.
3 Sample Location: Samples shall be collected at each stormwater discharge outfall (SDO) that discharges
stormwater runoff from area(s) where vehicle maintenance activities occur, unless representative outfall
status (ROS) has been granted. A copy of the letter granting ROS shall be kept on site.
4 For each sampled measureable storm event the total precipitation must be recorded. An on-site or local
rain gauge reading must be recorded. Where isolated sites are unmanned for extended periods of time, a
local rain gauge reading may be substituted for an on-site reading.
The permittee shall complete the analytical samplings in accordance with the schedule specified
below in Table 2, unless adverse weather conditions prevent sample collection (see Adverse
Weather in Definitions). A minimum of 60 days must separate Period 1 and Period 2 sample
dates, unless monthly monitoring has been instituted as part of other requirements of this permit.
Inability to sample because of adverse weather conditions must be documented in the SPPP and
recorded on the DMR. The permittee must report the results from each sample taken within the
monitoring period (see Part III, Section E).
Part II Page 5 of 9

Permit No. NCG070000
Table 2. Monitoring Schedule
Monitoring periodl,z
Sample Number
Start
End
Year 1- Period 1
1
June 1, 2013
December 31, 2013
Year 1- Period 2
2
January 1, 2014
June 30, 2014
Year 2 - Period 1
3
July 1, 2014
December 31, 2014
Year 2 - Period 2
4
January 1, 2015
June 30, 2015
Year 3 - Period 1
5
July 1, 2015
December 31, 2015
Year 3 - Period 2
6
January 1, 2016
June 30, 2016
Year 4 - Period 1
7
July 1, 2016
December 31, 2016
Year 4 - Period 2
8
January 1, 2017
June 30, 2017
Year 5 - Period 1
9
July 1, 2017
December 31, 2017
Year 5 - Period 2
10
January 1, 2018
May 31, 2018
Footnotes:
1 Maintain semi-annual analytical monitoring throughout the permit renewal process (unless other
provisions of this permit prompt monthly sampling).
2 If no discharge occurs during the sampling period, the permittee must submit a monitoring report
indicating "No Flow" or "No Discharge" within 30 days of the end of the sampling period.
Failure to monitor semi-annually per permit terms may result in the Division requiring monthly
monitoring for all parameters for a specified time period. "No discharge" from an outfall or
inability to collect a sample because of adverse weather conditions during a monitoring period, for
example, does not constitute failure to monitor, as long as it is properly reported.
The permittee shall compare monitoring results to the benchmark values in Table 3. The benchmark
values in Table 3 are not permit limits but should be used as guidelines for the permittee's Stormwater
Pollution Prevention Plan (SPPP). Exceedances of benchmark values require the permittee to increase
monitoring, increase management actions, increase record keeping, and/or install stormwater Best
Management Practices (BMPs) in a tiered program. See descriptions of Tier One, Tier Two, and Tier
Three response actions below. In the event that the Division releases the permittee from continued
monthly monitoring under Tier Three, DWQ's release letter may remain in effect through subsequent
reissuance of this permit, unless the release letter provides for other conditions or duration.
Table 3. Benchmark Values for On -Site Vehicle and Equipment Maintenance Activities
Discharge Characteristics
Benchmark Values
Non -Polar Oil & Grease by
EPA Method 1664 SGT -HEM
15 mg/L
Total Suspended Solids TSS
100 m /L
TSS ORW, HQW, Trout (Tr), and PNA waters
50 mg/L
Part II Page 6 of 9

Permit No. NCG070000
Tier One
If. The first valid sampling results are above a benchmark value, or outside of the benchmark range, for any
parameter at any outfall;
Then: The permittee shall:
1. Conduct a stormwater management inspection of the facility within two weeks of receiving sampling
results.
2. Identify and evaluate possible causes of the benchmark value exceedance.
3. Identify potential and select the specific: source controls, operational controls, or physical
improvements to reduce concentrations of the parameters of concern, and/or to bring concentrations
within the benchmark range.
4. Implement the selected actions within two months of the inspection.
S. Record each instance of a Tier One response in the SPPP. Include the date and value of the benchmark
exceedence, the inspection date, the personnel conducting the inspection, the selected actions, and the
date the selected actions were
Tier Two
If: The first valid sampling results from two consecutive monitoring periods are above the benchmark values, or
outside of the benchmark range, for any specific parameter at a specific discharge outfall;
Then: The permittee shall:
1. Repeat all the required actions outlined above in Tier One.
2. Immediately institute monthly monitoring for all parameters. The permittee shall conduct monthly
monitoring at every outfall where a sampling result exceeded the benchmark value for two consecutive
samples. Monthly (analytical and qualitative) monitoring shall continue until three consecutive sample
results are below the benchmark values or within benchmark range.
3. If no discharge occurs during the sampling period, the permittee is required to submit a monthly
monitoring report indicating "No Flow" to comply with reporting requirements.
4. Benchmark exceedances for a different parameter separately trigger a tiered response.
S. Maintain a record of the Tier Two response in the SPPP.
6. Continue Tier Two obligations(monthly monitoring, etc. through the permit COC renewal process.
Tier Three
If the valid sampling results required for the permit monitoring periods exceed the benchmark value, or are
outside the benchmark range, for any specific parameter at any specific outfall on four occasions, the
permittee shall notify the DWQ Regional Office Supervisor in writing within 30 days of receipt of the fourth
analytical results. DWQ may but is not limited to:
• require permittee to revise, increase, or decrease monitoring frequency for some or all parameters;
• rescind coverage under the General Permit, and require that the permittee apply for an individual
stormwater discharge permit;
• require the permittee to install structural stormwater controls;
• require the permittee to implement other stormwater control measures;
• require the permittee to perform upstream and downstream monitoring to characterize impacts on
receiving waters;
• require the permittee implement site modifications to qualify for a No Exposure Exclusion; or
• require the permittee to continue Tier Three obligations through the permit COC renewal process, and
possibly into the next permit cycle.
Part II Page 7 of 9

Permit No. NCG070000
SECTION C: STORMWATER DISCHARGES: QUALITATIVE MONITORING
REQUIREMENTS
The purpose of qualitative monitoring is to evaluate the effectiveness of the Stormwater Pollution
Prevention Plan (SPPP) and assess new sources of stormwater pollution. Qualitative monitoring of
stormwater outfalls must be performed during a measurable storm event.
Qualitative monitoring requires a visual inspection of each stormwater outfall associated with
industrial activity (not just vehicle maintenance activities), regardless of representative outfall status.
Qualitative monitoring shall be performed semi-annually as specified in Table 4, and during
required analytical monitoring events if applicable (unless the permittee is required to perform
further qualitative sampling per the Qualitative Monitoring Response below). Inability to sample
because of adverse weather conditions must be documented in the SPPP and recorded on the DMR
(see Adverse Weather in Definitions). Only SDOs discharging stormwater associated with industrial
activity must be monitored (See Definitions).
In the event an atypical condition is noted at a stormwater discharge outfall, the permittee shall
document the suspected cause of the condition and any actions taken in response to the discovery.
This documentation will be maintained with the SPPP.
Table 4. Qualitative Monitoring Requirements
Discharge Characteristics
Frequencyl
Monitoring
Location2
Color
semi-annual
SDO
Odor
semi-annual
SDO
Clarity
semi-annual
SDO
Floating Solids
semi-annual
SDO
Suspended Solids
semi-annual
SDO
Foam
semi-annual
SDO
Oil Sheen
semi-annual
SDO
Erosion or deposition at the outfall
semi-annual
SDO
Other obvious indicators of stormwater pollution
semi-annual
S D 0
Footnotes:
1 Measurement Frequency: Twice per year (unless other provisions of this permit prompt monthly
sampling) during a measureable storm event. See Table 2 for schedule of monitoring periods. The
permittee must continue qualitative monitoring throughout the permit renewal process.
2 Monitoring Location: Qualitative monitoring shall be performed at each stormwater discharge outfall
(SDO) associated with industrial activity, regardless of representative outfall status (ROS).
Part II Page 8 of 9

Permit No. NCG070000
A minimum of 60 days must separate monitoring dates, unless additional sampling has been
instituted as part of other analytical monitoring requirements in this permit.
If the permittee's qualitative monitoring indicates that existing stormwater BMPs are ineffective, or that
significant stormwater contamination is present, the permittee shall investigate potential causes, evaluate
the feasibility of corrective actions, and implement those corrective actions within 60 days, per the
Qualitative Monitoring Response, below. A written record of the permittee's investigation, evaluation,
and response actions shall be kept in the Stormwater Pollution Prevention Plan.
onse
Qualitative monitoring is for the purposes of evaluating SPPP effectiveness, assessing new sources
of stormwater pollution, and prompting the permittee's response to pollution. If the permittee
repeatedly fails to respond effectively to correct problems identified by qualitative monitoring, or if
the discharge causes or contributes to a water quality standard violation, DWQ may but is not
limited to:
• require that the permittee revise, increase, or decrease monitoring frequency for some or
all parameters (analytical or qualitative);
• require the permittee to install structural stormwater controls;
• require the permittee to implement other stormwater control measures;
• require the permittee to perform upstream and downstream monitoring to characterize
impacts on receiving waters; or
• require the permittee implement site modifications to qualify for a No Exposure Exclusion.
Part II Page 9 of 9

Permit No. NCG070000
PART III STANDARD CONDITIONS FOR NPDES STORMWATER GENERAL PERMITS
�1 X111Y [11►/:11<1113a1_911L101[11 DG1►III 1161 H I II1 M'1
Compliance Schedule
The permittee shall comply with Limitations and Controls specified for stormwater discharges in
accordance with the following schedule:
Existing Facilities already operating but applying for permit coverage for the first time: The
Stormwater Pollution Prevention Plan shall be developed and implemented within 12 months of the
effective date of the Certificate of Coverage and updated thereafter on an annual basis. Secondary
containment, as specified in Part II, Section A, Paragraph 2(b) of this general permit, shall be
accomplished within 12 months of the effective date of the issuance of the Certificate of Coverage.
New Facilities applying for coverage for the first time: The Stormwater Pollution Prevention Plan
shall be developed and implemented prior to the beginning of discharges from the operation of the
industrial activity and be updated thereafter on an annual basis. Secondary containment, as specified
in Part II, Section A, Paragraph 2 (b) of this general permit shall be accomplished prior to the
beginning of discharges from the operation of the industrial activity.
Existing facilities previously permitted and applying for renewal under this General Permit:
All requirements, conditions, limitations, and controls contained in this permit (except new SPPP
elements in this permit renewal) shall become effective immediately upon issuance of the Certificate
of Coverage. New elements of the Stormwater Pollution Prevention Plan for this permit renewal
shall be developed and implemented within 6 months of the effective date of this general permit and
updated thereafter on an annual basis. Secondary containment, as specified in Part II, Paragraph
2(b) of this general permit shall be accomplished prior to the beginning of discharges from the
operation of the industrial activity.
2. Duty to Comply
The permittee must comply with all conditions of this general permit. Any permit noncompliance
constitutes a violation of the Clean Water Act (CWA) and is grounds for enforcement action; for
permit termination, revocation and reissuance, or modification; or denial of a permit upon renewal
application [40 CFR 122.41].
a. The permittee shall comply with standards or prohibitions established under section 307(a) of
the CWA for toxic pollutants within the time provided in the regulations that establish these
standards or prohibitions, even if the general permit has not yet been modified to incorporate
the requirement.
b. The CWA provides that any person who violates section[s] 301, 302, 306, 307, 308, 318 or 405 of
the Act, or any permit condition or limitation implementing any such sections in a permit issued
under section 402, or any requirement imposed in a pretreatment program approved under
sections 402(a)(3) or 402(b)(8) of the Act, is subject to a civil penalty not to exceed $37,500 per
day for each violation. [33 USC 1319(d) and 40 CFR 122.41(a)(2)]
c. The CWA provides that any person who negligently violates sections 301, 302, 306, 307, 308,
318, or 405 of the Act, or any condition or limitation implementing any of such sections in a
permit issued under section 402 of the Act, or any requirement imposed in a pretreatment
program approved under section 402(a)(3) or 402(b)(8) of the Act, is subject to criminal
penalties of $2,500 to $25,000 per day of violation, or imprisonment of not more than 1 year, or
both. In the case of a second or subsequent conviction for a negligent violation, a person shall be
Part III Page 1 of 10

Permit No. NCG070000
subject to criminal penalties of not more than $50,000 per day of violation, or by imprisonment
of not more than 2 years, or both. [33 USC 1319(c)(1) and 40 CFR 122.41(a)(2)]
d. Any person who knowingly violates such sections, or such conditions or limitations is subject to
criminal penalties of $5,000 to $50,000 per day of violation, or imprisonment for not more than 3
years, or both. In the case of a second or subsequent conviction for a knowing violation, a person
shall be subject to criminal penalties of not more than $100,000 per day of violation, or
imprisonment of not more than 6 years, or both. [33 USC 1319(c)(2) and 40 CFR 122.41(a)(2)]
e. Any person who knowingly violates section 301, 302, 303, 306, 307, 308,318 or 405 of the Act,
or any permit condition or limitation implementing any of such sections in a permit issued under
section 402 of the Act, and who knows at that time that he thereby places another person in
imminent danger of death or serious bodily injury, shall, upon conviction, be subject to a fine of
not more than $250,000 or imprisonment of not more than 15 years, or both. In the case of a
second or subsequent conviction for a knowing endangerment violation, a person shall be
subject to a fine of not more than $500,000 or by imprisonment of not more than 30 years, or
both. An organization, as defined in section 309(c)(3)(B)(iii) of the CWA, shall, upon conviction
of violating the imminent danger provision, be subject to a fine of not more than $1,000,000 and
can be fined up to $2,000,000 for second or subsequent convictions. [40 CFR 122.41(a)(2)]
f. Under state law, a civil penalty of not more than $25,000 per violation may be assessed against
any person who violates or fails to act in accordance with the terms, conditions, or requirements
of a permit. [North Carolina General Statutes § 143-215.6A]
g. Any person may be assessed an administrative penalty by the Administrator for violating section
301, 302, 306, 307, 308, 318 or 405 of this Act, or any permit condition or limitation
implementing any of such sections in a permit issued under section 402 of this Act.
Administrative penalties for Class I violations are not to exceed $16,000 per violation, with the
maximum amount of any Class I penalty assessed not to exceed $37,500. Penalties for Class II
violations are not to exceed $16,000 per day for each day during which the violation continues,
with the maximum amount of any Class II penalty not to exceed $177,500. [33 USC 1319(g)(2)
and 40 CFR 122.41(a)(3)]
3. Duty to Mitigate
The permittee shall take all reasonable steps to minimize or prevent any discharge in violation of this
general permit which has a reasonable likelihood of adversely affecting human health or the
environment [40 CFR 122.41(d)].
4. Civil and Criminal Liability
Except as provided in Part III, Section C of this general permit regarding bypassing of stormwater
control facilities, nothing in this permit shall be construed to relieve the permittee from any
responsibilities, liabilities, or penalties for noncompliance pursuant to NCGS 143-215.3,143-215.6, or
Section 309 of the Federal Act, 33 USC 1319. Furthermore, the permittee is responsible for
consequential damages, such as fish kills, even though the responsibility for effective compliance may
be temporarily suspended.
5. Oil and Hazardous Substance Liability
Nothing in this general permit shall be construed to preclude the institution of any legal action or
relieve the permittee from any responsibilities, liabilities, or penalties to which the permittee is or
may be subject to under NCGS 143-215.75 et seq. or Section 311 of the Federal Act, 33 USC 1321.
6. Property Rights
The issuance of this general permit does not convey any property rights in either real or personal
property, or any exclusive privileges, nor does it authorize any injury to private property or any
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Permit No. NCG070000
invasion of personal rights, nor any infringement of Federal, State or local laws or regulations [40
CFR 122.41(g)].
7. Severability
The provisions of this general permit are severable, and if any provision of this general permit, or the
application of any provision of this general permit to any circumstances, is held invalid, the
application of such provision to other circumstances, and the remainder of this general permit, shall
not be affected thereby [NCGS 15013-23].
B. Duty to Provide Information
The permittee shall furnish to the Permit Issuing Authority, within a reasonable time, any
information which the Permit Issuing Authority may request to determine whether cause exists for
modifying, revoking and reissuing, or terminating the general permit issued pursuant to this general
permit or to determine compliance with this general permit. The permittee shall also furnish to the
Permit Issuing Authority upon request, copies of records required to be kept by this general permit
[40 CFR 122.41(h)].
9. Penalties for Tampering
The Clean Water Act provides that any person who falsifies, tampers with, or knowingly renders
inaccurate, any monitoring device or method required to be maintained under this general permit
shall, upon conviction, be punished by a fine of not more than $10,000 per violation, or by
imprisonment for not more than two years per violation, or by both. If a conviction of a person is for
a violation committed after a first conviction of such person under this paragraph, punishment is a
fine of not more than $20,000 per day of violation, or by imprisonment of not more than 4 years, or
both [40 CFR 122.41].
10. Penalties for Falsification of Reports
The Clean Water Act provides that any person who knowingly makes any false statement,
representation, or certification in any record or other document submitted or required to be
maintained under this general permit, including monitoring reports or reports of compliance or
noncompliance shall, upon conviction, be punished by a fine of not more than $10,000 per violation,
or by imprisonment for not more than two years per violation, or by both [40 CFR 122.41].
11. Onshore or Offshore Construction
This general permit does not authorize or approve the construction of any onshore or offshore
physical structures or facilities or the undertaking of any work in any navigable waters.
12. Duty to Reapply
Dischargers covered by this general permit need not submit a new Notice of Intent (NOI) or renewal
request unless so directed by the Division. If the Division chooses not to renew this general permit,
the permittee will be notified to submit an application for an individual permit [15A NCAC 02H
.0127(e)].
SECTION B: GENERAL CONDITIONS
General Permit Expiration
General permits will be effective for a term not to exceed five years, at the end of which the Division
may renew them after all public notice requirements have been satisfied. If a general permit is
renewed, existing permittees do not need to submit a renewal request or pay a renewal fee unless
directed by the Division. New applicants seeking coverage under a renewed general permit must
submit a Notice of Intent to be covered and obtain a Certificate of Coverage under the renewed
general permit [15A NCAC 02H .0127(e)].
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Permit No. NCG070000
Transfers
This general permit is not transferable to any person without prior written notice to and approval
from the Director in accordance with 40 CFR 122.61. The Director may condition approval in
accordance with NCGS 143-215.1, in particular NCGS 143-215.1(b)(4)b.2., and may require
modification or revocation and reissuance of the Certificate of Coverage, or a minor modification, to
identify the new permittee and incorporate such other requirements as may be necessary under the
CWA [40 CFR 122.41(1)(3), 122.61] or state statute. The Permittee is required to notify the
Division in writing in the event the permitted facility is sold or closed.
3. When an Individual Permit May be Required
The Director may require any owner/operator authorized to discharge under a certificate of
coverage issued pursuant to this general permit to apply for and obtain an individual permit or an
alternative general permit. Any interested person may petition the Director to take action under this
paragraph. Cases where an individual permit may be required include, but are not limited to, the
following:
a. The discharger is a significant contributor of pollutants;
b. Conditions at the permitted site change, altering the constituents and/or characteristics of
the discharge such that the discharge no longer qualifies for a general permit;
C. The discharge violates the terms or conditions of this general permit;
d. A change has occurred in the availability of demonstrated technology or practices for the
control or abatement of pollutants applicable to the point source;
e. Effluent limitations are promulgated for the point sources covered by this general permit;
f. A water quality management plan containing requirements applicable to such point sources
is approved after the issuance of this general permit;
g. The Director determines at his or her own discretion that an individual permit is required.
4. When an Individual Permit Maybe Requested
Any permittee operating under this general permit may request to be excluded from the coverage of
this general permit by applying for an individual permit. When an individual permit is issued to an
owner/operator the applicability of this general permit is automatically terminated on the effective
date of the individual permit.
S. Signatory Requirements
All applications, reports, or information submitted to the Permitting Issuing Authority shall be signed
and certified [40 CFR 122.41(k)].
a. All Notices of Intent to be covered under this general permit shall be signed as follows:
(1) For a corporation: by a responsible corporate officer. For the purpose of this Section, a
responsible corporate officer means: (a) a president, secretary, treasurer or vice president
of the corporation in charge of a principal business function, or any other person who
performs similar policy or decision making functions for the corporation, or (b) the manager
of one or more manufacturing, production, or operating facilities, provided, the manager is
authorized to make management decisions which govern the operation of the regulated
facility including having the explicit or implicit duty of making major capital investment
recommendations, and initiating and directing other comprehensive measures to assure
long term environmental compliance with environmental laws and regulations; the manager
can ensure that the necessary systems are established or actions taken to gather complete
and accurate information for permit application requirements; and where authority to sign
documents has been assigned or delegated to the manager in accordance with corporate
procedures.
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Permit No. NCG070000
(2) For a partnership or sole proprietorship: by a general partner or the proprietor,
respectively; or
(3) For a municipality, State, Federal, or other public agency: by either a principal executive
officer or ranking elected official [40 CFR 122.22].
b. All reports required by the general permit and other information requested by the Permit
Issuing Authority shall be signed by a person described in paragraph a. above or by a duly
authorized representative of that person. A person is a duly authorized representative only if:
(1) The authorization is made in writing by a person described above;
(2) The authorization specified either an individual or a position having responsibility for the
overall operation of the regulated facility or activity, such as the position of plant manager,
operator of a well or well field, superintendent, a position of equivalent responsibility, or an
individual or position having overall responsibility for environmental matters for the company.
(A duly authorized representative may thus be either a named individual or any individual
occupying a named position.); and
(3) The written authorization is submitted to the Permit Issuing Authority [40 CFR 122.221
c. Changes to authorization: If an authorization under paragraph (b) of this section is no longer
accurate because a different individual or position has responsibility for the overall operation of
the facility, a new authorization satisfying the requirements of paragraph (b) of this section must
be submitted to the Director prior to or together with any reports, information, or applications to
be signed by an authorized representative [40 CFR 122.22]
d. Certification. Any person signing a document under paragraphs a. or b. of this section shall make
the following certification [40 CFR 122.22]. NO OTHER STATEMENTS OF CERTIFICATION WILL
BE ACCEPTED:
7 certify, under penalty of law, that this document and all attachments were prepared under my
direction or supervision in accordance with a system designed to assure that qualified personnel
properly gather and evaluate the information submitted. Based on my inquiry of the person or
persons who manage the system, or those persons directly responsible forgathering the
information, the information submitted is, to the best of my knowledge and belief, true, accurate,
and complete. l am aware that there are significant penalties for submitting false information,
including the possibility of fines and imprisonment for knowing violations. "
6. General Permit Modification. Revocation and Reissuance, or Termination
The issuance of this general permit does not prohibit the Permit Issuing Authority from reopening
and modifying the general permit, revoking and reissuing the general permit, or terminating the
general permit as allowed by the laws, rules, and regulations contained in Title 40, Code of Federal
Regulations, Parts 122 and 123; Title 15A of the North Carolina Administrative Code, Subchapter 2H
.0100; and North Carolina General Statute 143-215.1 et al.
After public notice and opportunity for a hearing, the general permit may be terminated for cause.
The filing of a request for a general permit modification, revocation and reissuance, or termination
does not stay any general permit condition. The Certificate of Coverage shall expire when the
general permit is terminated.
7. Certificate of Coverage Actions
The general permit may be modified, revoked and reissued, or terminated for cause. The notification
of planned changes or anticipated noncompliance does not stay any general permit condition [40
CFR 122.41(f)].
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Permit No. NCG070000
8. Annual Administering and Compliance Monitoring Fee Requirements
The permittee must pay the administering and compliance monitoring fee within 30 (thirty) days
after being billed by the Division. Failure to pay the fee in timely manner in accordance with 15A
NCAC 2H .0105(b)(2) may cause this Division to initiate action to revoke coverage under the general
permit.
SECTION C: OPERATION AND MAINTENANCE OF POLLUTION CONTROLS
Proper Operation and Maintenance
The permittee shall at all times properly operate and maintain all facilities and systems of treatment
and control (and related appurtenances) which are installed or used by the permittee to achieve
compliance with the conditions of this permit. Proper operation and maintenance also includes
adequate laboratory controls and appropriate quality assurance procedures. This provision requires
the operation of back-up or auxiliary facilities or similar systems which are installed by a permittee
only when the operation is necessary to achieve compliance with the conditions of this permit [40
CFR 122.41(e)].
2. Need to Halt or Reduce Not a Defense
It shall not be a defense for a permittee in an enforcement action that it would have been necessary
to halt or reduce the permitted activity in order to maintain compliance with the condition of this
general permit [40 CFR 122.41(c)].
3. Bypassing of Stormwater Control Facilities
Bypass is prohibited and the Director may take enforcement action against a permittee for bypass
unless:
a. Bypass was unavoidable to prevent loss of life, personal injury or severe property damage; and
b. There were no feasible alternatives to the bypass, such as the use of auxiliary control facilities,
retention of stormwater or maintenance during normal periods of equipment downtime or dry
weather. This condition is not satisfied if adequate backup controls should have been installed in
the exercise of reasonable engineering judgment to prevent a bypass which occurred during
normal periods of equipment downtime or preventive maintenance; and
c. The permittee submitted notices as required under, Part III, Section E of this general permit.
If the Director determines that it will meet the three conditions listed above, the Director may
approve an anticipated bypass after considering its adverse effects.
SECTION D: MONITORING AND RECORDS
Representative Sampling
Samples collected and measurements taken, as required herein, shall be characteristic of the volume
and nature of the permitted discharge. Analytical sampling shall be performed during a measureable
storm event. Samples shall be taken on a day and time that is characteristic of the discharge. All
samples shall be taken before the discharge joins or is diluted by any other waste stream, body of
water, or substance. Monitoring points as specified in this general permit shall not be changed
without notification to and approval of the Permit Issuing Authority [40 CFR 122.41(j)].
Recording Results
For each measurement or sample taken pursuant to the requirements of this general permit, the
permittee shall record the following information [40 CFR 122.41]:
a. The date, exact place, and time of sampling or measurements;
b. The individual(s) who performed the sampling or measurements;
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Permit No. NCG070000
c. The date(s) analyses were performed;
d. The individual(s) who performed the analyses;
e. The analytical techniques or methods used; and
f. The results of such analyses.
3. Flow Measurements
Where required, appropriate flow measurement devices and methods consistent with accepted
scientific practices shall be selected and used to ensure the accuracy and reliability of measurements
of the volume of monitored discharges.
4. Test Procedures
Test procedures for the analysis of pollutants shall conform to the EMC regulations published
pursuant to NCGS 143-215.63 et. seq, the Water and Air Quality Reporting Acts, and to regulations
published pursuant to Section 304(g), 33 USC 1314, of the Federal Water Pollution Control Act, as
Amended, and Regulation 40 CFR 136.
To meet the intent of the monitoring required by this general permit, all test procedures must
produce minimum detection and reporting levels and all data generated must be reported down to
the minimum detection or lower reporting level of the procedure. If no approved methods are
determined capable of achieving minimum detection and reporting levels below general permit
discharge requirements, then the most sensitive (method with the lowest possible detection and
reporting level) approved method must be used.
5. Representative Outfall
If a facility has multiple discharge locations with substantially identical stormwater discharges that
are required to be sampled, the permittee may petition the Director for representative outfall status.
If it is established that the stormwater discharges are substantially identical and the permittee is
granted representative outfall status, then sampling requirements may be performed at a reduced
number of outfalls.
6. Records Retention
Qualitative monitoring shall be documented and records maintained at the facility along with the
Stormwater Pollution Prevention Plan (SPPP). Copies of analytical monitoring results shall also be
maintained on-site. The permittee shall retain records of all monitoring information, including
o all calibration and maintenance records,
o all original strip chart recordings for continuous monitoring instrumentation,
o copies of all reports required by this general permit,
o copies of all data used to complete the Notice of Intent to be covered by this general permit.
These records or copies shall be maintained for a period of at least 5 years from the date of the
sample, measurement, report or Notice of Intent application. This period may be extended by
request of the Director at any time [40 CFR 122.41]. If this volume of records cannot be maintained
on-site, the documents must be made available to an inspector upon request as immediately as
possible.
7. Inspection and EntrX
The permittee shall allow the Director, or an authorized representative (including an authorized
contractor acting as a representative of the Director), or in the case of a facility which discharges
through a municipal separate storm sewer system, an authorized representative of a municipal
operator or the separate storm sewer system receiving the discharge, upon the presentation of
credentials and other documents as may be required by law, to:
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Permit No. NCG070000
a. Enter upon the permittee's premises where a regulated facility or activity is located or conducted,
or where records must be kept under the conditions of this general permit;
b. Have access to and copy, at reasonable times, any records that must be kept under the conditions
of this general permit;
c. Inspect at reasonable times any facilities, equipment (including monitoring and control
equipment), practices, or operations regulated or required under this general permit; and
d. Sample or monitor at reasonable times, for the purposes of assuring permit compliance or as
otherwise authorized by the Clean Water Act, any substances or parameters at any location [40
CFR 122.41(i)].
SECTION E: REPORTING REQUIREMENTS
1. Discharge Monitoring Reports
Samples analyzed in accordance with the terms of this general permit shall be submitted to the
Division on Discharge Monitoring Report (DMR) forms provided by the Director. DMR forms are
available on the Division's website (http://portal.ncdenr.org/web/wq/ws/su/npdessw). Submittals
shall be delivered to the Division no later than 30 days from the date the facility receives the
sampling results from the laboratory.
When no discharge has occurred from the facility during the report period, the permittee is required
to submit a discharge monitoring report, within 30 days of the end of the specified sampling period,
giving all required information and indicating "NO FLOW" as per NCAC T15A 0213.0506.
If the permittee monitors any pollutant more frequently than required by this general permit using
test procedures approved under 40 CFR Part 136 and at a sampling location specified in this general
permit or other appropriate instrument governing the discharge, the results of such monitoring shall
be included in the data submitted on the DMR.
The permittee shall record the required qualitative monitoring observations on the SDO Qualitative
Monitoring Report form provided by the Division and shall retain the completed forms on site.
Qualitative monitoring results should not be submitted to the Division, except upon DWQ's specific
requirement to do so. Qualitative Monitoring Report forms are available at the website above.
Submitting Reports
Two signed copies of Discharge Monitoring Reports (DMRs) shall be submitted to:
Central Files
Division of Water Quality
1617 Mail Service Center
Raleigh, North Carolina 27699-1617
Availability of Reports
Except for data determined to be confidential under NCGS 143-215.3 (a) (2) or Section 308 of the
Federal Act, 33 USC 1318, all reports prepared in accordance with the terms shall be available for
public inspection at the offices of the Division. As required by the Act, analytical data shall not be
considered confidential. Knowingly making any false statement on any such report may result in the
imposition of criminal penalties as provided for in NCGS 143-215.613 or in Section 309 of the Federal
Act.
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Permit No. NCG070000
4. Non-Stormwater Discharges
If the storm event monitored in accordance with this general permit coincides with a non-
stormwater discharge, the permittee shall separately monitor all parameters as required under all
other applicable discharge permits and provide this information with the stormwater discharge
monitoring report.
S. Planned Changes
The permittee shall give notice to the Director as soon as possible of any planned changes at the
permitted facility which could significantly alter the nature or quantity of pollutants discharged [40
CFR 122.41(1)]. This notification requirement includes pollutants which are not specifically listed in
the general permit or subject to notification requirements under 40 CFR Part 122.42 (a).
6. Anticipated Noncompliance
The permittee shall give advance notice to the Director of any planned changes at the permitted
facility which may result in noncompliance with the general permit [40 CFR 122.41(1)(2)].
7. Shills
The permittee shall report to the local DWQ Regional Office, within 24 hours, all significant spills as
defined in Part IV of this general permit. Additionally, the permittee shall report spills including: any
oil spill of 25 gallons or more, any spill regardless of amount that causes a sheen on surface waters,
any oil spill regardless of amount occurring within 100 feet of surface waters, and any oil spill less
than 25 gallons that cannot be cleaned up within 24 hours.
8. Bypass
Notice [40 CFR 122.41(m)(3)]:
a. Anticipated bypass. If the permittee knows in advance of the need for a bypass, it shall submit
prior notice, if possible at least ten days before the date of the bypass; including an evaluation of
the anticipated quality and affect of the bypass.
b. Unanticipated bypass. The permittee shall submit notice within 24 hours of becoming aware of
an unanticipated bypass.
9. Twenty-four Hour Reporting
a. The permittee shall report to the central office or the appropriate regional office any
noncompliance which may endanger health or the environment. Any information shall be
provided orally within 24 hours from the time the permittee became aware of the circumstances.
A written submission shall also be provided within 5 days of the time the permittee becomes
aware of the circumstances.
The written submission shall contain a description of the noncompliance, and its causes; the
period of noncompliance, including exact dates and times, and if the noncompliance has not
been corrected, the anticipated time compliance is expected to continue; and steps taken or
planned to reduce, eliminate, and prevent reoccurrence of the noncompliance [40 CFR
122.41(1)(6)].
b. The Director may waive the written report on a case-by-case basis for reports under this section
if the oral report has been received within 24 hours.
c. Occurrences outside normal business hours may also be reported to the Division's Emergency
Response personnel at [phone], [phone] or [phone].
10. Other Noncompliance
The permittee shall report all instances of noncompliance not reported under 24 hour reporting at
the time monitoring reports are submitted [40 CFR 122.41(l)(7)].
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Permit No. NCG070000
11. Other Information
Where the Permittee becomes aware that it failed to submit any relevant facts in a Notice of Intent to
be covered under this general permit, or submitted incorrect information in that Notice of Intent
application or in any report to the Director, it shall promptly submit such facts or information [40
CFR 122.41(1)(8)].
Part III Page 10 of 10

PART IV DEFINITIONS
Act
See Clean Water Act.
Permit No. NCG070000
2. Adverse Weather
Adverse conditions are those that are dangerous or create inaccessibility for personnel, such as local
flooding, high winds, or electrical storms, or situations that otherwise make sampling impractical.
When adverse weather conditions prevent the collection of samples during the sample period, the
permittee must take a substitute sample or perform a visual assessment during the next qualifying
storm event. Documentation of an adverse event (with date, time and written narrative) and the
rationale must be included with your SPPP records. Adverse weather does not exempt the permittee
from having to file a monitoring report in accordance with the sampling schedule. Adverse events
and failures to monitor must also be explained and reported on the relevant DMR.
Allowable Non-Stormwater Discharges
This general permit regulates stormwater discharges. Non-stormwater discharges which shall be
allowed in the stormwater conveyance system are:
a. All other discharges that are authorized by a non-stormwater NPDES permit.
b. Uncontaminated groundwater, foundation drains, air -conditioner condensate without added
chemicals, springs, discharges of uncontaminated potable water, waterline and fire hydrant
flushings, water from footing drains, irrigation waters, flows from riparian habitats and
wetlands.
c. Discharges resulting from fire -fighting or fire -fighting training, or emergency shower or eye
wash as a result of use in the event of an emergency.
4. Best ManaLiement Practices fBMPs
Measures or practices used to reduce the amount of pollution entering surface waters. BMPs may
take the form of a process, activity, or physical structure. More information on BMPs can be found at:
http://cfpub.epa.gov/nl2des/stormwater/menuofbmps/index.cfm.
5. mass
A bypass is the known diversion of stormwater from any portion of a stormwater control facility
including the collection system, which is not a designed or established operating mode for the facility.
6. Bulk Storage of Liquid Products
Liquid raw materials, manufactured products, waste materials or by-products with a single above
ground storage container having a capacity of greater than 660 gallons or with multiple above
ground storage containers located in close proximity to each other having a total combined storage
capacity of greater than 1,320 gallons.
7. Certificate of Coverage
The Certificate of Coverage (COC) is the cover sheet which accompanies a general permit upon
issuance and lists the facility name, location, receiving stream, river basin, effective date of coverage
under the general permit and is signed by the Director.
8. Clean Water Act
The Federal Water Pollution Control Act, also known as the Clean Water Act (CWA), as amended, 33
USC 1251, et. seq.
9. Division or DWO
The Division of Water Quality, Department of Environment and Natural Resources.
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Permit No. NCG070000
10. Director
The Director of the Division of Water Quality, the permit issuing authority.
11. EMC
The North Carolina Environmental Management Commission.
12. Grab Sample
An individual sample collected instantaneously. Grab samples that will be analyzed (quantitatively
or qualitatively) must be taken within the first 30 minutes of discharge.
13. Hazardous Substance
Any substance designated under 40 CFR Part 116 pursuant to Section 311 of the Clean Water Act.
14. Landfill
A disposal facility or part of a disposal facility where waste is placed in or on land and which is not a
land treatment facility, a surface impoundment, an injection well, a hazardous waste long-term
storage facility or a surface storage facility.
15. Measureable Storm Event
A storm event that results in an actual discharge from the permitted site outfall. The previous
measurable storm event must have been at least 72 hours prior. The 72 -hour storm interval may not
apply if the permittee is able to document that a shorter interval is representative for local storm
events during the sampling period, and obtains approval from the local DWQ Regional Office. Two
copies of this information and a written request letter shall be sent to the local DWQ Regional Office.
After authorization by the DWQ Regional Office, a written approval letter must be kept on site in the
permittee's SPPP.
16. Municipal Separate Storm Sewer System (MS4).
A stormwater collection system within an incorporated area of local self-government such as a city or
town.
17. No Exposure
A condition of no exposure means that all industrial materials and activities are protected by a storm
resistant shelter or acceptable storage containers to prevent exposure to rain, snow, snowmelt, or
runoff. Industrial materials or activities include, but are not limited to, material handling equipment
or activities, industrial machinery, raw materials, intermediate products, by-products, final products,
or waste products. DWQ may grant a No Exposure Exclusion from NPDES stormwater permitting
requirements only if a facility complies with the terms and conditions described in 40 CFR
§122.26(g).
18. Notice of Intent
The state application form which, when submitted to the Division, officially indicates the facility's
notice of intent to seek coverage under a general permit.
19. Permit Issuing Authority
The Director of the Division of Water Quality (see "Director" above).
20. Permittee
The owner or operator issued a Certificate of Coverage pursuant to this general permit.
21. Point Source Discharge of Stormwater
Any discernible, confined and discrete conveyance including, but not specifically limited to, any pipe,
ditch, channel, tunnel, conduit, well, or discrete fissure from which stormwater is or may be
discharged to waters of the state.
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Permit No. NCG070000
22. Representative Outfall Status
When it is established that the discharge of stormwater runoff from a single outfall is representative of the
discharges at multiple outfalls, the DWQ may grant representative outfall status. Representative outfall
status allows the permittee to perform analytical monitoring at a reduced number of outfalls.
23. Secondary Containment
Spill containment for the contents of the single largest tank within the containment structure plus
sufficient freeboard to allow for the 25 -year, 24-hour storm event.
24. Section 313 Water Priority Chemical
A chemical or chemical category which:
b. Is listed in 40 CFR 372.65 pursuant to Section 313 of Title III of the Superfund Amendments and
Reauthorization Act (SARA) of 1986, also titled the Emergency Planning and Community Right -
to -Know Act of 1986;
c. Is present at or above threshold levels at a facility subject to SARA title III, Section 313 reporting
requirements; and
d. Meets at least one of the following criteria:
i. Is listed in appendix D of 40 CFR part 122 on Table II (organic priority pollutants), Table
III (certain metals, cyanides, and phenols) or Table IV (certain toxic pollutants and
hazardous substances);
ii. Is listed as a hazardous substance pursuant to section 311(b)(2)(A) of the CWA at 40 CFR
116.4; or
iii. Is a pollutant for which EPA has published acute or chronic water quality criteria.
25. Severe Property Damage
Substantial physical damage to property, damage to the control facilities which causes them to
become inoperable, or substantial and permanent loss of natural resources which can reasonably be
expected to occur in the absence of a bypass. Severe property damage does not mean economic loss
caused by delays in production.
26. Significant Materials
Includes, but is not limited to: raw materials; fuels; materials such as solvents, detergents, and plastic
pellets; finished materials such as metallic products; raw materials used in food processing or
production; hazardous substances designated under section 101(14) of CERCLA; any chemical the
facility is required to report pursuant to section 313 of Title III of SARA; fertilizers; pesticides; and
waste products such as ashes, slag and sludge that have the potential to be released with stormwater
discharges.
27. Significant Spills
Includes, but is not limited to: releases of oil or hazardous substances in excess of reportable
quantities under section 311 of the Clean Water Act (Ref: 40 CFR 110.3and 40 CFR 117.3) or section
102 of CERCLA (Ref: 40 CFR 302.4).
28. Stormwater Discharge Outfall (SDO)
The point of departure of stormwater from a discernible, confined, or discrete conveyance, including
but not limited to, storm sewer pipes, drainage ditches, channels, spillways, or channelized collection
areas, from which stormwater flows directly or indirectly into waters of the State of North Carolina.
29. Stormwater Runoff
The flow of water which results from precipitation and which occurs immediately following rainfall
or as a result of snowmelt.
Part IV Page 3 of 4

Permit No. NCG070000
30. Stormwater Associated with Industrial Activi
The discharge from any point source which is used for collecting and conveying stormwater and
which is directly related to manufacturing, processing or raw material storage areas at an industrial
site. Facilities considered to be engaged in "industrial activities" include those activities defined in
40 CFR 122.26(b)(14). The term does not include discharges from facilities or activities excluded
from the NPDES program.
31. Stormwater Pollution Prevention Plan (SPPP)
A comprehensive site-specific plan which details measures and practices to reduce stormwater
pollution and is based on an evaluation of the pollution potential of the site.
32. Total Maximum Daily Load (TMDL)
TMDLs are written plans for attaining and maintaining water quality standards, in all seasons, for a
specific water body and pollutant. A list of approved TMDLs for the state of North Carolina can be
found at http://portal.ncdenr.org/web/wglps/mtu/tmdl.
33. Toxic Pollutant
Any pollutant listed as toxic under Section 307(a)(1) of the Clean Water Act.
34. Vehicle Maintenance Activity
Vehicle rehabilitation, mechanical repairs, painting, fueling, lubrication, vehicle cleaning operations,
or airport deicing operations.
35. Visible Sedimentation
Solid particulate matter, both mineral and organic, that has been or is being transported by water,
air, gravity, or ice from its site of origin which can be seen with the unaided eye.
36. 25 -year. 24 hour Storm Event
The maximum 24-hour precipitation event expected to be equaled or exceeded, on the average, once
in 25 years.
Part IV Page 4 of 4

h "0� W A
Office Use Only:
Corps action ID no.
DWQ project no.
Form Version 1.4 January 2009
Page 1 of 10
PCN Form — Version 1.4 January 2009
Pre -Construction Notification (PCN) Form
A.
Applicant Information
1.
Processing
1 a.
Type(s) of approval sought from the Corps:
❑X Section 404 Permit ❑ Section 10 Permit
1 b.
Specify Nationwide Permit (NWP) number: or General Permit (GP) number:
1c.
Has the NWP or GP number been verified by the Corps?
❑X Yes ❑ No
1 d.
Type(s) of approval sought from the DWQ (check all that apply):
❑X 401 Water Quality Certification — Regular ❑ Non -404 Jurisdictional General Permit
❑ 401 Water Quality Certification — Express ❑ Riparian Buffer Authorization
1 e.
Is this notification solely for the record
because written approval is not required?
For the record only for DWQ
401 Certification:
❑ Yes X❑ No
For the record only for Corps Permit:
❑ Yes ❑X No
1f.
Is payment into a mitigation bank or in -lieu fee program proposed for
mitigation of impacts? If so, attach the acceptance letter from mitigation bank
or in -lieu fee program.
❑ Yes ❑X No
1 g.
Is the project located in any of NC's twenty coastal counties. If yes, answer 1 h
below.
❑ Yes ❑X No
1 h.
Is the project located within a NC DCM Area of Environmental Concern (AEC)?
❑ Yes ❑X No
2.
Project Information
2a.
Name of project:
Piedmont Block Company - Storage Area Expansion
2b.
County:
Cabarrus
2c.
Nearest municipality / town:
Concord
2d.
Subdivision name:
2e.
NCDOT only, T.I.P. or state project no:
3.
Owner Information
3a.
Name(s) on Recorded Deed:
Alan S. and wife, Frances H. Johnson
3b.
Deed Book and Page No.
Book 0505, Page 0154
3c.
Responsible Party (for LLC if
applicable):
3d.
Street address:
3e.
City, state, zip:
3f.
Telephone no.:
3g.
Fax no.:
3h.
Email address:
Page 1 of 10
PCN Form — Version 1.4 January 2009

4.
Applicant Information (if different from owner)
4a.
Applicant is:
❑ Agent ❑X Other, specify: Property owner owns company.
4b.
Name:
Johnson Concrete, Piedmont Block Company
4c.
Business name
(if applicable):
Piedmont Block Company
4d.
Street address:
106 Old Davidson Place, NW
4e.
City, state, zip:
Concord, North Carolina 28025
4f.
Telephone no.:
704-786-4204
4g.
Fax no.:
4h.
Email address:
5.
Agent/Consultant Information (if applicable)
5a.
Name:
Stephen C. Brown
5b.
Business name
(if applicable):
The EI Group, Inc.
5c.
Street address:
201 McCullough Drive, Suite 150
5d.
City, state, zip:
Charlotte, North Carolina 28262
5e.
Telephone no.:
704-593-1640
5f.
Fax no.:
5g.
Email address:
[e-mail]
Page 2 of 10

B.
Project Information and Prior Project History
1.
Property Identification
1a.
Property identification no. (tax PIN or parcel ID):
5621-06-9192-0000
1 b.
Site coordinates (in decimal degrees):
Latitude: 35.4319 Longitude: 80.6085
1 c.
Property size:
20.965 acres
2.
Surface Waters
2a.
Name of nearest body of water to proposed project:
UT of Irish Buffalo Creek
2b.
Water Quality Classification of nearest receiving water:
C
2c.
River basin:
Yadkin -Pee Dee (03040105)
3.
Project Description
3a. Describe the existing conditions on the site and the general land use in the vicinity of the project at the time of this
application:
The project site is an industrial property used to manufacture light -weight concrete blocks for segmented retaining walls. Areas to the north of the site
are a mixture of open, vacant land, wooded areas and single-family residences. Properties to the east of the site include a North Carolina Railroad
right-of-way and various commercial businesses. Areas to the south and west of the site are a mixture of residential and commercial properties.
3b.
List the total estimated acreage of all existing wetlands on the property: 0.003
3c.
List the total estimated linear feet of all existing streams (intermittent and perennial) on the property: 507
3d.
Explain the purpose of the proposed project:
Please see the attached Application for Department of the Army Permit ENG4345.
3e.
Describe the overall project in detail, including the type of equipment to be used:
Please see the attached Application for Department of the Army Permit ENG4345.
4.
Jurisdictional Determinations
4a.
Have jurisdictional wetland or stream determinations by the
Corps or State been requested or obtained for this property /
project (includingall prior phases in the past?
0 Yes ❑ No ❑ Unknown
Comments: Currently under review with USAGE.
4b.
If the Corps made the jurisdictional determination, what type
of determination was made?
❑ Preliminary ❑ Final
4c.
If yes, who delineated the jurisdictional areas?
Name (if known): Stephen C. Brown
Agency/Consultant Company: The EI Group, Inc.
Other:
4d.
If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach documentation.
5.
Project History
5a.
Have permits or certifications been requested or obtained for
this project (including all prior phases) in the past?
❑ Yes 0 No ❑ Unknown
5b.
If yes, explain in detail according to "help file" instructions.
6.
Future Project Plans
6a.
Is this a phased project?
❑ Yes ❑X No
6b.
If yes, explain.
Page 3 of 10
PCN Form — Version 1.4 January 2009

C. Proposed Impacts Inventory
1. Impacts Summary
1 a. Which sections were completed below for your project (check all that apply):
❑X Wetlands ❑X Streams — tributaries ❑ Buffers ❑X Open Waters ❑ Pond Construction
2. Wetland Impacts
If there are wetland impacts proposed on the site, then complete this question for each wetland area impacted.
2a.
Wetland impact
number
Permanent (P) or
Temporary T
2b.
Type of impact
2c.
Type of wetland
2d.
Forested
2e.
Type of jurisdiction
Corps (404,10) or
DWQ (401, other)
2f.
Area of
impact
(acres)
W1 P
Fill
Small -Basin Wetland
No
Corps
0.003
W2 -
Choose one
Choose one
Yes/No
W3 -
Choose one
Choose one
Yes/No
W4 -
Choose one
Choose one
Yes/No
W5 -
Choose one
Choose one
Yes/No
W6 -
Choose one
Choose one
Yes/No
2g. Total Wetland Impacts:
0.003
2h. Comments:
3. Stream Impacts
If there are perennial or intermittent stream impacts (including temporary impacts) proposed on the site, then complete this
question for all stream sites impacted.
3a.
Stream impact
number
Permanent (P) or
Temporary (T)
3b.
Type of impact
3c.
Stream name
3d.
Perennial (PER) or
intermittent (INT)?
3e.
Type of
jurisdiction
3f.
Average
stream
width
(feet)
3g.
Impact
length
(linear
feet)
S1 P
Stabilization
unnamed
PER
Corps
8
33
S2 -
Choose one
S3 -
Choose one
-
S4 -
Choose one
-
S5 -
Choose one
-
S6 -
Choose one
-
3h. Total stream and tributary impacts
33
3i. Comments:
The entire stream channel below the dam (33 If) is already impacted by concrete debris. The concrete will be removed and channel repaired. Rip -rap
will be installed to reduce energy and reduce the continuing erosion of the bank farther downstream.
Page 4 of 10
PCN Form — Version 1.4 January 2009

4. Open Water Impacts
If there are proposed impacts to lakes, ponds, estuaries, tributaries, sounds, the Atlantic Ocean, or any other open water of
the U.S. then indivi ually list all open water impacts below.
4a.
Open water
impact number
Permanent (P) or
Temporary T
4b.
Name of waterbody
(if applicable)
4c.
Type of impact
4d.
Waterbody
type
4e.
Area of impact (acres)
01 P
Fill
Pond
0.9875
02 -
Choose one
Choose
03 -
Choose one
Choose
04 -
Choose one
Choose
4f. Total open water impacts
0.9875
4g. Comments:
5. Pond or Lake Construction
If pond or lake construction proposed, the complete the chart below.
5a.
Pond ID number
5b.
Proposed use or
purpose of pond
5c.
Wetland Impacts (acres)
5d.
Stream Impacts (feet)
5e.
Upland
(acres)
Flooded
Filled
Excavated
Flooded
Filled
Excavated
P1
Choose one
0
P2
Choose one
0
5f. Total:
0
5g. Comments:
5h. Is a dam high hazard permit required?
❑ Yes ❑ No If yes, permit ID no:
5i. Expected pond surface area (acres):
5j. Size of pond watershed (acres):
5k. Method of construction:
6. Buffer Impacts (for DWQ)
If project will impact a protected riparian buffer, then complete the chart below. If yes, then individually list all buffer impacts
below. If any impacts require mitigation, then you MUST fill out Section D of this form.
6a. Project is in which protected basin?
❑ Neuse ❑ Tar -Pamlico ❑ Catawba ❑ Randleman ❑ Other:
6b.
Buffer Impact
number -
Permanent (P) or
Temporary (T)
6c.
Reason for impact
6d.
Stream name
6e.
Buffer
mitigation
required?
6f.
Zone 1
impact
(square
feet)
6g.
Zone 2
impact
(square
feet
B1
Yes/No
B2 -
Yes/No
B3 -
Yes/No
B4 -
Yes/No
B5 -
Yes/No
B6 -
Yes/No
6h. Total Buffer Impacts:
0
0
6i. Comments:
Page 5 of 10

D.
Impact Justification and Mitigation
1.
Avoidance and Minimization
1a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
Please see the attached Application for Department of the Army Permit ENG4345.
1 b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
Please see the attached Application for Department of the Army Permit ENG4345.
2.
Compensatory Mitigation for Impacts to Waters of the U.S. or Waters of the State
2a.
Does the project require Compensatory Mitigation for
impacts to Waters of the U.S. or Waters of the State?
❑ Yes ❑X No
2b.
If yes, mitigation is required by (check all that apply):
❑ DWQ ❑ Corps
2c.
If yes, which mitigation option will be used for this
project?
❑ Mitigation bank
El Payment to in -lieu fee program
❑ Permittee Responsible Mitigation
3.
Complete if Using a Mitigation Bank
3a.
Name of Mitigation Bank:
3b.
Credits Purchased (attach receipt and letter)
Type: Choose one
Type: Choose one
Type: Choose one
Quantity:
Quantity:
Quantity:
3c. Comments:
4.
Complete if Making a Payment to In -lieu Fee Program
4a.
Approval letter from in -lieu fee program is attached.
❑ Yes
4b.
Stream mitigation requested:
linear feet
4c.
If using stream mitigation, stream temperature:
Choose one
4d. Buffer mitigation requested (DWQ only):
square feet
4e. Riparian wetland mitigation requested:
acres
4f.
Non -riparian wetland mitigation requested:
acres
4g.
Coastal (tidal) wetland mitigation requested:
acres
4h.
Comments:
5.
Complete if Using a Permittee Responsible Mitigation Plan
5a.
If using a permittee responsible mitigation plan, provide a description of the proposed mitigation plan.
Page 6 of 10
PCN Form — Version 1.4 January 2009

6. Buffer Mitigation (State Regulated Riparian Buffer Rules) — required by DWQ
6a. Will the project result in an impact within a protected riparian buffer that requires
❑ Yes ❑X No
buffer mitigation?
6b. If yes, then identify the square feet of impact to each zone of the riparian buffer that requires mitigation. Calculate the
amount of mitigation required.
6c.
6d.
6e.
Zone
Reason for impact
Total impact
Multiplier
Required mitigation
(square feet)
(square feet)
Zone 1
3 (2 for Catawba)
Zone 2
1.5
6f. Total buffer mitigation required:
6g. If buffer mitigation is required, discuss what type of mitigation is proposed (e.g., payment to private mitigation bank,
permittee responsible riparian buffer restoration, payment into an approved in -lieu fee fund).
6h. Comments:
Page 7 of 10

E.
Stormwater Management and Diffuse Flow Plan (required by DWQ)
1.
Diffuse Flow Plan
1a.
Does the project include or is it adjacent to protected riparian buffers identified
❑ Yes X❑ No
within one of the NC Riparian Buffer Protection Rules?
1 b.
If yes, then is a diffuse flow plan included? If no, explain why.
❑ Yes ❑ No
2.
Stormwater Management Plan
2a.
What is the overall percent imperviousness of this project?
59
2b.
Does this project require a Stormwater Management Plan?
❑X Yes ❑ No
2c.
If this project DOES NOT require a Stormwater Management Plan, explain why:
2d.
If this project DOES require a Stormwater Management Plan, then provide a brief, narrative
description of the plan:
The Piedmont Block facility current operates under an NPDES Phase II General Permit No. NCG0700000.
Their NCDEQ Division of Energy, Minerals
and
Land Resources Certificate of Coverage number is NCG090109. A copy of their general permit and site-specific
Stormwater Pollution Prevention
Plan are attached.
A project
-specific narrative for the proposed construction, including calculations and erosion control measures
during construction, is attached.
2e.
Who will be responsible for the review of the Stormwater Management Plan?
Division of Energy, Minerals, Land Resourc
3.
Certified Local Government Stormwater Review
3a.
In which localgovernment's jurisdiction is thisproject?
City of Concord, NC
X❑ Phase II
❑ NSW
3b.
Which of the following locally -implemented stormwater management programs
❑ USMP
apply (check all that apply):
❑ Water Supply Watershed
❑ Other:
3c.
Has the approved Stormwater Management Plan with proof of approval been
❑X Yes ❑ No
attached?
4.
DWQ Stormwater Program Review
❑Coastal counties
❑HQW
4a.
Which of the following state -implemented stormwater management programs apply
❑ORW
(check all that apply):
❑Session Law 2006-246
❑ Other:
4b.
Has the approved Stormwater Management Plan with proof of approval been
❑ Yes ❑ No
attached?
5.
DWQ 401 Unit Stormwater Review
5a.
Does the Stormwater Management Plan meet the appropriate requirements?
❑ Yes ❑ No
5b.
Have all of the 401 Unit submittal requirements been met?
❑ Yes ❑ No
Page 8 of 10
PCN Form — Version 1.4 January 2009

F.
Supplementary Information
1.
Environmental Documentation (DWQ Requirement)
1 a.
Does the project involve an expenditure of public (federal/state/local) funds or the
❑ Yes
❑X No
use of public (federal/state) land?
1 b.
If you answered "yes" to the above, does the project require preparation of an
environmental document pursuant to the requirements of the National or State
❑ Yes
❑ No
(North Carolina) Environmental Policy Act (NEPA/SEPA)?
1 c.
If you answered "yes" to the above, has the document review been finalized by the
State Clearing House? (If so, attach a copy of the NEPA or SEPA final approval
❑ Yes
❑ No
letter.)
Comments:
2.
Violations (DWQ Requirement)
2a.
Is the site in violation of DWQ Wetland Rules (15A NCAC 2H .0500), Isolated
Wetland Rules (15A NCAC 2H .1300), DWQ Surface Water or Wetland Standards,
❑ Yes
❑X No
or Riparian Buffer Rules (15A NCAC 2B .0200)?
2b.
Is this an after -the -fact permit application?
El Yes
❑X No
2c.
If you answered "yes" to one or both of the above questions, provide an explanation of the violation(s):
3.
Cumulative Impacts (DWQ Requirement)
3a.
Will this project (based on past and reasonably anticipated future impacts) result in
❑Yes
❑X No
additional development, which could impact nearby downstream water quality?
3b.
If you answered "yes" to the above, submit a qualitative or quantitative cumulative impact analysis in accordance
with the
most recent DWQ policy. If you answered "no," provide a short narrative description.
4.
Sewage Disposal (DWQ Requirement)
4a.
Clearly detail the ultimate treatment methods and disposition (non -discharge or discharge) of wastewater generated from
the proposed project, or available capacity of the subject facility.
Wastewater
generated at the site is currently discharged into the municipal sanitary sewer system. The proposed project will have no affect on the
existing conditions at the site.
Page 9 of 10
PCN Form — Version 1.4 January 2009

5. Endangered Species and Designated Critical Habitat (Corps Requirement)
5a. Will this project occur in or near an area with federally protected species or
❑ Yes ❑X No
habitat?
5b. Have you checked with the USFWS concerning Endangered Species Act
❑ Yes ❑X No
impacts?
5c. If yes, indicate the USFWS Field Office you have contacted.
Asheville
5d. What data sources did you use to determine whether your site would impact Endangered Species or Designated Critical
Habitat?
North Carolina Natural Heritage Program website and inquiry with US Fish and Wildlife Service. Copy of correspondence is attached.
6. Essential Fish Habitat (Corps Requirement)
6a. Will this project occur in or near an area designated as essential fish habitat?
❑ Yes ❑X No
6b. What data sources did you use to determine whether your site would impact Essential Fish Habitat?
NOAA National Marine Fisheries Service
7. Historic or Prehistoric Cultural Resources (Corps Requirement)
7a. Will this project occur in or near an area that the state, federal or tribal
governments have designated as having historic or cultural preservation
❑ Yes ❑X No
status (e.g., National Historic Trust designation or properties significant in
North Carolina history and archaeology)?
7b. What data sources did you use to determine whether your site would impact historic or archeological resources?
Inquiry with the North Carolina State Historic Preservation Office. Copies of correspondence are attached.
8. Flood Zone Designation (Corps Requirement)
8a. Will this project occur in a FEMA -designated 100 -year floodplain?
❑ Yes ❑X No
8b. If yes, explain how project meets FEMA requirements:
8c. What source(s) did you use to make the floodplain determination?
FEMA Map 3710562100J, dated November 5, 2008
Stephen C. Brown
C�
May 30, 2017
Applicant/Agent's Printed Name
Date
Applicant/Agent's Signature
(Agent's signature is valid only if an authorization
letter from the applicant is provided.
Page 10 of 10

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information found in Dook ra%i page jS4.-
that the rot ie of precision os—1-1atsd is I A9,9P1,- that the blob,/
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r—detic Networks at the 9 centimeter accuracy cfossification (j5%
onfidence) using RTK Network and that this mop meets the-Wwements of d
The Standards of Practice to, Land 5-wymg in North Coro/ino (21 NCAC 56. 1600).
Witnessmy origi 1 signat=vd/ this the XJthday of May, Pt l }, n
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Physical Pond Location survey for sheet _ 01 of 09
FoR, Johnson Concrete -Piedmont Division
Present Owners: Allen S. Joh sonJr. & Frances
o nson
City/Township: Concord, No. 4 TOWNSHIP,
County. Cobarrus COUNTY North Carolina
Parcel Id- 5621o6g1920000
Pin Number 5621-06-9043
a101 A-1911VA Areo by Caordmotes
Error ocf—Ma' by LEAST SQUARES
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"This certifies that this copy of this plat accurately depicts the boundary of the jurisdiction of Section 404
of the Clean Water Act as determined by the undersigned on this date. Unless there is a change in the law
or our published regulations, this determination of Section 404 jurisdiction may be relied upon for a
period not to exceed five years from this date. This determination was made utilizing the appropriate
Regional Supplement to the 1987 Corps of Engineers Wetlands Delineation Manual."
1, N an Gey Rbdm certify that this repa,f was proobced undo my-perrisran ham wt
acfuef CPS y mode ander my pe -s- and the fAla-g lbnnaffon -s use f to pa
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(5) Datu mooch. NSRS 2011,
NAYD88
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that the boundariesnotsurveyed are clearly indicated as drawn from No Sr^'e
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thal the ratio at precision os calculated is /-VaVi, that the blobal
Positioning System (EiX) observations were performed to the
6eospatiof Positioning Accuracy Standards, Part 2 Standards for
Geodetic Networks at the 9 centimeter accuracy classification (9X
on tide...) using RTX Network and that this map meets the requirements of
Me Standards of Practice for Land Sur ying in North Ca afna (21 NCAC 56. 1600)
Witness my a,ig / signo t- and- 1 this the J�f'�hda�y of May, OQ
•7/�1�t,rstJ� "d'�L�wtl�N�--s�-�-=�7 Survey
Nb,ffia, C-ey Ribe i in , FLS -2674 Oat,
Ribelin Land Surveying, Inc G-l6`l3
NZ d`�h Ql
Physical Pond Location survey far: Sheet 02 of 09
FoR: Johnson Concrete -Piedmont Division
PresentOwners.- Allen S. Johnson.Jr. & Frances H. John on
City/Township: Concord, No. 4 TOWNSHIP,
County. Cabarrus COUNTY North Carollna
Parcel Id- s6z1D69192DDoD
Pin Number 5621-06-9043
10 a cr—g* NA AnMa DY 07 es
Error adtvsted by LEAST SQUARES
Field sursey Date Bege, Q4/O1 2076 Field Sulwy Date Lost: 1/19/2076
Drawing Date: 05105/2017
CDGig/CAD Fd. : 20170505d. .bb Number 017-14 1

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11 This certifies that this copy of this plat accurately depicts the boundary of the jurisdiction of Section 404
of the Clean Water Act as determined by the undersigned on this date. Unless there is a change in the law
or our published regulations, this determination of Section 404 jurisdiction may be relied upon for a
period not to exceed five years from this date. This determination was made utilizing the appropriate
Regional Supplement to the 1987 Corps of Engineers Wetlands Delineation Manual."
1, Nevrnm taey Rbefr certify that this report was prodvccd and my suptxm*n f— m
actual ( y mode under my su�m and Me fdlawarg nA nolin was used to pa
Name: (1) a - of y
(2) Pg 11—d ---,r _O.OJ Meters
Title: (d) Tjpe of IWS field procedure: __Network RIR (North CmnZng)_ _
Date: (4) ogres of sm r _,2/11/2016
(5) Datum/Fpgrn: NSRS 2011,
AID. NA WW
1Ll (6) Pub/ishedln e - &af use, __Con I COPS (NCCO)
(7)0edd ...6PCM0128
(8)C bhared grid ctor(). _0.9998503434
(g) Units, _U. S --—, leer
aWrrLrA7F FGR a'GMARY s.RaEr ra's.6 EPs
f. Norman brev Ri belin certify that this plot w s drown under my
supervision Irani o actual s vey performed under my supervision
(deed description r orded in Pook 6,115 page ra4 ;
that the boundaries not surveyed are clearly indicated as drown from Ucinity ManNo Scale
intarmotion found in book S95 page 154.-
that the rat is of precision as calculated is lYJ7aWF.' that the 6/obol
Positioning System (6P5) ob—rations were performed to the
&—spatial Positioning Accuracy 5tandords, Part 2. 5tondords /or
Oen
de is Networks at the 9 centimeter accuracy classification (95%
confidence) using RTX Network and that this mop meds the regurements of .�
The Stand -as of Practice /or Land Sur ying in North Carohno (21 NCAC 56. 1600). 91.
Witness my original signatureno ... his the _O�th_ tloy o/ Moy, O
Nor 19rey R�ibe//iinn K5 -2674 Oat,
Ribelin Land Surveying, /nc. �-t609 _
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11 This certifies that this copy of this plat accurately depicts the boundary of the jurisdiction of Section 404
of the Clean Water Act as determined by the undersigned on this date. Unless there is a change in the law
or our published regulations, this determination of Section 404 jurisdiction may be relied upon for a
period not to exceed five years from this date. This determination was made utilizing the appropriate
Regional Supplement to the 1987 Corps of Engineers Wetlands Delineation Manual."
1, Nevrnm taey Rbefr certify that this report was prodvccd and my suptxm*n f— m
actual ( y mode under my su�m and Me fdlawarg nA nolin was used to pa
Name: (1) a - of y
(2) Pg 11—d ---,r _O.OJ Meters
Title: (d) Tjpe of IWS field procedure: __Network RIR (North CmnZng)_ _
Date: (4) ogres of sm r _,2/11/2016
(5) Datum/Fpgrn: NSRS 2011,
AID. NA WW
1Ll (6) Pub/ishedln e - &af use, __Con I COPS (NCCO)
(7)0edd ...6PCM0128
(8)C bhared grid ctor(). _0.9998503434
(g) Units, _U. S --—, leer
aWrrLrA7F FGR a'GMARY s.RaEr ra's.6 EPs
f. Norman brev Ri belin certify that this plot w s drown under my
supervision Irani o actual s vey performed under my supervision
(deed description r orded in Pook 6,115 page ra4 ;
that the boundaries not surveyed are clearly indicated as drown from Ucinity ManNo Scale
intarmotion found in book S95 page 154.-
that the rat is of precision as calculated is lYJ7aWF.' that the 6/obol
Positioning System (6P5) ob—rations were performed to the
&—spatial Positioning Accuracy 5tandords, Part 2. 5tondords /or
Oen
de is Networks at the 9 centimeter accuracy classification (95%
confidence) using RTX Network and that this mop meds the regurements of .�
The Stand -as of Practice /or Land Sur ying in North Carohno (21 NCAC 56. 1600). 91.
Witness my original signatureno ... his the _O�th_ tloy o/ Moy, O
Nor 19rey R�ibe//iinn K5 -2674 Oat,
Ribelin Land Surveying, /nc. �-t609 _
h
O
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U tea; qac
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Physical Pond Location survey for Sheet 01 of O9
rw- ./Anson Concrete -Piedmont Division
Present Owners: Allen S. Johnson Jr. & Frances H. Johnson
City/Township: Concord, No. 4 TOWNSHIP,
County. Cobarrus COUNTY North Carolina
Parcel ld.• 562io6et920000
Pin Number 5621 -06 -
Fele: 2017a%Mowo ,lob Number
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Physical Pond Location survey for Sheet 01 of O9
rw- ./Anson Concrete -Piedmont Division
Present Owners: Allen S. Johnson Jr. & Frances H. Johnson
City/Township: Concord, No. 4 TOWNSHIP,
County. Cobarrus COUNTY North Carolina
Parcel ld.• 562io6et920000
Pin Number 5621 -06 -
Fele: 2017a%Mowo ,lob Number

"This certifies that this copy of this plat accurately depicts the boundary of the jurisdiction of Section 404
of the Clean Water Act as determined by the undersigned on this date. Unless there is a change in the law
or our published regulations, this determination of Section 404 jurisdiction may be relied upon for a
period not to exceed five years from this date. This determination was made utilizing the appropriate
Regional Supplement to the 1987 Corps of Engineers Wetlands Delineation Manual."
1, Norman Gey RDdn , ce iffy that this repot vas produced under my supervision from on
actod 6p5 y made and my spenision -nd the fvia-g "f -tion was used to per
me X
Name: (1) t- of X A
TIUe: (2) P -1-1a X _003 Metas
(J) ripe of GS r w Pracaa- -A twak RN (Rau caro'No)
Date: (4) Dates of y_1211612018
(5) Dahcn/Epoch: AWS 2011,
AID:
NA
AtLie4
ID (6) Paan hed/fxed- &vf u- -C-ad CORS (NCCO)
(7) f Amooch CrOV
\ C bff d W _-__Yw1ey f-099985034Jt
(9)
Point Table
Point f
Northkig
East/ng
Elewtion
Description
Latitude
4Longitude
172
616130.37
1520989.19
645.66
pond
N035' 25' 56.1607'
W080' 36' 29.2688'
173
616129.20
1520986.27
645.42
pond
N035'25' 56.1487"
w080' 36'29.3038'
174
175
176
177
178
179
61613809
616131.32
615943.20
615935.64
61598652
615987.27
152092640
1520920.70
1520723.94
1520721.79
1520986.99
152096686
645.72
64567
64569
646.24
645.64
645.76
_ pond
pond
pond
pond
grd
grd
N=5'25' 56.2273'
N035' 25' 56.1591'
N035'25' 54.2672"
NOUTY 25'54.1920"
N035' 25'54.7575'
N035' 25'54,7455'
W080' 36' 30.0049'
W80' 36' 30.0965'
*080' 36' 32.4373"
*980' 36' 324618"
M080' 36' 29.2675"
*080' 36' 29.2447"
180
181
182
183
184
185
615989.86
615993.73
61599876
61600059
51600.581
61600382
1520993 46
152098824
152099631
1520995.32
1520996.78
1521001.89
645.95
645.86
646.06
64585
646.27
646.07
grd
grd
grd
grd
grd
grd
N035' 25' 54.7718'
N035' 25' 54.8092"
N035'25'54.8605"
Naw 25'54.8782'
N035' 25'54.9301-
NaW 25' 54.9113"
M080' 36' 29.1896"
M080' 36'29.2534'
WW' 36' 29.1328"
*980' 36' 29.1693'
MW' 36' 29.1527'
Mt780' 36' 29.0905"
186
616009.72
1521004.59
646.38
grd
Naw 25' 54.9700'
mm, 36' 29.0579"
187
516011.05
1521001.52
646.32
grd
N035- 25' 54.9827'
WW' 36' 29.0964"
188
616017.48
1521004.40
645.84
pond
N035' 25' 55.0467"
WOBO' J6'29.0678"
189
616014.40
1521004.18
646.10
pond
N035'25'55.0162'
M980' 36'29.0649"
190
616012.52
1521003.56
646.24
1 Pond
N035'25' 54.9975"
*V80' 36'29.0720"
191
616014.70
1521002.29
646.39
pond
N035' 25' 55.0188'
Mt760' 36' 29.0878'
192
616017.46
1521000.74
646.16
pond
N035' 25'55.0459'
W80' 36' 29.1071'
193
616013.44
1520997.70
646.29
Pond
Naw 25' 55.0056'
m80' 36'29.1430'
194
616010.96
1520995.54
646.31
pond
NO -W 25' 54.9808'
M080' 36' 291687'
195
1 61601231
1520996.52
64582
pond
M035'25' 54.9943'
K60' 36' 29.1570'
195
616014.83
152099663
645.70
pond
N035'25'55.0195'
*980' 36'29.1321"
197
616017.53
1520999.66
546.13
pond
N035' 25' 550464'
*1780' 36' 29.1202'
198
61601649
1521000.37
645.95
pond
N035 25' 55.0560'
*080' 36' 29.1123"
199
615985.60
1520984.14
64556
pond
Naw 25' 54.7282'
*080' 36' 29.3014'
200
615982.18
1520961-34
645.47
Pond
N035' 25' 54.6939'
W80' 36' 29.3345'
201
615979.12
1520980.24
645.41
pond
N035' 25' 54.6635'
*080' 36' 29.3473'
202
615987.34
1520976.15
64560
pond
N035' 25' 54.7441'
w w, 36' 29.3963'
203
615982.82
1520970.44
645.27
pond
Naw 25' 54.6984'
*080' 36' 29.4665'
204
615980.80
152096542
645.52
pond
N035' 25' 54.6777'
M980' 36' 29.5267'
205
61594512
1521022.25
655.06
to
N035' 25' 54.3739'
W080' 36' 268329'
206
61544925
1520880.24
671.90
of
NOY 25' 49.4070"
*980' 36' 30.4519"
207
615446.34
152065737
662.09
of
N035' 25' 49.3419'
M980' 36' 33.1927'
208
615479.72
152087298
671.03
Monument Found
N035'25' 49.7059'
*980' 36' 30.5697'
209
615506.71
1520868.73
670.17
Monument Found
N035' 25' 49.9735'
*980' 36' 30.6022'
210
61545604
1520944.34
675.15
Monument Found
Naw 25' 49.5042"
wt780' J6'29-6790-
6'296790"211
211
615488.60
1521001.83
676.25
Monument Found
N035' 25' 49.8157'
MO80' 36'28.9,904'
212
615540.17
1521068.72
676.47
Monument Found
N035' 25' 50.3365'
W80'.36' 261922'
213
615560.55
1521096.12
676.04
Monument Found
N035'25' 50.5424"
MV80' 36'27.8651"
214
615560.98
1521132.20
677.39
Monument Found
N035 25' 50.5525"
0060'36'27.4292"
215
615677.77
1520939.91
651.46
to
N035' 25' 53.6547'
*980' 36' 29.8148'
216
217
218
615803 66
615727.80
615742.67
1520796.08
1520852.46
152066200
653.16
662.97
645.20
to
3/8' pipe Fd.
to
N035' 25' 52.8986'
N0.35. 25' 521575"
N035' 25' 52.2740"
W80'56'31.5382'
M980' 36'J0.8421"
MV80' 36' 33.1465"
219
615724.85
1520627.80
64540
3/4' pipe Fd.
N035' 25' 52.0923'
*080' 36' 335562'
220
615794.52
1520619.85
637.62
1/2' p*v Fd
N035' 25' 52.7800'
*t780' 36' 33.6659'
221
61592283
1520724.81
64586
pond
NOM- 25' 54.0460"
*980' 36' 32.4224"
"This certifies that this copy of this plat accurately depicts the boundary of the jurisdiction of Section 404
of the Clean Water Act as determined by the undersigned on this date. Unless there is a change in the law
or our published regulations, this determination of Section 404 jurisdiction may be relied upon for a
period not to exceed five years from this date. This determination was made utilizing the appropriate
Regional Supplement to the 1987 Corps of Engineers Wetlands Delineation Manual."
1, Norman Gey RDdn , ce iffy that this repot vas produced under my supervision from on
actod 6p5 y made and my spenision -nd the fvia-g "f -tion was used to per
me X
Name: (1) t- of X A
TIUe: (2) P -1-1a X _003 Metas
(J) ripe of GS r w Pracaa- -A twak RN (Rau caro'No)
Date: (4) Dates of y_1211612018
(5) Dahcn/Epoch: AWS 2011,
AID:
NA
AtLie4
ID (6) Paan hed/fxed- &vf u- -C-ad CORS (NCCO)
(7) f Amooch CrOV
\ C bff d W _-__Yw1ey f-099985034Jt
(9)
Point Table
Point
Northing
Fasting
Elevation
Description
Latitude
Longitude
222
615930.69
1520721.75
645.64
pond
N035' 25' 54.1431'
M080'36' 32.4613'
223
615909.27
1520729.89
645.48
pond
N035'25' 53.9325'
MV80' 36' 32.3588'
224
61590548
1520731.64
645.36
pond
NO35' 25' 538954'
M980' 36' 32.3369'
225
615902.55
152073530
545.63
pond
N035' 25' 538669'
M980' 36'32.2920"
226
615897.27
1520734.89
646.06
pond
N035' 25' 538147'
ME780' 36' 32.2960'
227
615894.94
1520734.05
64533
rola 46 invert
NO3y 25' 53.7915'
Mt780' 36' 32.3055'
228
616014.94
1520967.37
645.40
pond
N035' 25' 550156"
M080' 36' 29.5098"
229
616019.24
1520964.16
645.72
pond
N035'25'550578-
M080' 36' 29.5494"
230
616009.83
1520972.96
645.94
pond
Naw 25' 54.9660'
M080'36'29.4413'
245
615836.16
152059887
633.54
sea -16
N035' 25' 53.1885'
M080'36' 33.9276"
246
615829.15
1520601.12
63342
so -17
N035' 25' 53.1195'
*980' 36' 37.8990'
247
615831.49
1520605.81
63729
so -16
ivaw 25' 531434'
Mt780' 36' 378428'
249
615835.94
152061802
634.08
sea -14
N035'25' 53.1893'
MO60'36' 376962'
250
61583889
1520162393
63728
soo-13
N035' 25' 53.2194'
MV80' 36' 376254'
251
615820.98
152062225
1 63709
sa-15
NO -W 25' 53.0417'
W080'36' M. 6663'
252
675827.60
1520633.96
63748
sa-14
N035' 25' 530501
M980' 36' 375007'
253
615826.93
1520639.06
634.09
so -13
N035' 25' 53.1036'
MV80' 36' 33.4402'
254
615840.91
1520637.99
634.56
Sao -12
N035' 25' S324f7'
W080' 36' 374558'
255
615836.22
152064805
637.26
sa-12
N035' 25' 531969'
MV80' 36' 373774"
256
615846.48
1520651.40
636.03
rcp 48
N035' 25' 532990'
#080' 36' 372949"
257
615846.76
1520651.60
636.11
rsp 48
N035' 25' 53307,-
MV80' 36' 372925'
376
616024.51
1521007.14
0.00
p-2
Naw 25' 55.1167"
W080' 36' 29.0311'
377
61599876
152099831
646.06
P-13
N035'25'54.8505"
W980' 36' 29.1328'
378
615982.18
1520981.34
0.00
p-14
N035' 25' 54.6939'
MV80' 36' 29.3345'
379
380
381
615957.14
615948.42
615904.98
1520957.44
152094L 70
1520874.77
0.00
0.00
0.00
P-15
P-16
p-19
N035' 25' 54.4424'
N035. 25' 54.3537'
N035' 25' 539137'
W080' 36' 29.6185'
*1180' 36' 29.8069'
W80' 36' 30.6073'
382
615895.77
1520661.02
0.00
P-20
N035'25' 538200'
#080'36' 30.7715'
383
615879.64
1520829.21
0.00
p-21
N035' 25' 53.6554'
W080'.36' 31.1527'
384
385
615867.44
615861.60
152080334
152078812
aoo
0.00
p-22
p-23
N035' 25' 53. mm"
N035' 25' 534704'
W080' 36' 3[4630'
W080' 36' 31.6458'
388
389
616495.13
616376.43
1521276.73
1521226.35
655.90
563.85
to
to
N035' 25' 59.8142"
N035' 25' 58.6323"
W080' 36'258655"
WO80' 36' 26.4511'
390
616330.52
1521221.84
654.47
to
Naw 25' 58.1775"
MV80' 36' 26.4966'
391
616594.93
1521246.30
669.96
to
NO35' 26' oa7964'
M080' j6'26.2528"
392
616461.86
1521314.80
651.35
to
N035' 25' 59 4913'
WMO' 36' 253989'
393
61647861
1521286.16
652.27
soa2
N035' 25' 59.6524'
#080' 36' 25.7484'
394
616484.82
152129&28
65261
soo2
N035' 25' 597145'
W080' 36' 25.6998'
395
616490.81
1521310.38
646.85
soul
Naw 25' 59.7769'
MV80'36' 25.4580'
396
616486.22
1521321.47
646.84
culwt rock 36
N035' 25' 59.7333'
Mt780' 36' 25.3231'
397
616486.29
1521321.46
646.85
cvlwt rock 36
N275' 25' 59.7339'
MV80' 36' 253233"
398
616479.02
1521309.46
647.08
sol
Naw 25' 59.6602"
mV80' 36' 254669'
399
616471.56
152129875
64866
sat
N035' 25' 59.5857'
W080' 36' 25.5946"
400
616457.55
1521299.14
64801
sa3
Naw 25'59.446j-
m080' j6'25.5874"
401
616457.73
1521290.57
647.15
soa3
N035' 25' 59.4466"
*1780' 36' 25.6898"
402
616444.84
152130773
647.05
soa4
N035'25'59.3219-
M280'36'25.4811-
080'36'25.4811"403
403
616443.07
1521298.54
650.85
soo4
N275' 25' 59.3029'
W080' 36' 25.5919'
404
616434.17
152130519
647.92
805
N035'25'59.2159'
W980' 36' 255097"
405
616419.02
152128899
646.95
saa5
N035' 25' 590635'
*V80' 36' 25.7025'
406
616405.71
1521294.76
649.03
sob
NaW 25' 589328'
M080' 36' 25.6301'
"This certifies that this copy of this plat accurately depicts the boundary of the jurisdiction of Section 404
of the Clean Water Act as determined by the undersigned on this date. Unless there is a change in the law
or our published regulations, this determination of Section 404 jurisdiction may be relied upon for a
period not to exceed five years from this date. This determination was made utilizing the appropriate
Regional Supplement to the 1987 Corps of Engineers Wetlands Delineation Manual."
1, Norman Gey RDdn , ce iffy that this repot vas produced under my supervision from on
actod 6p5 y made and my spenision -nd the fvia-g "f -tion was used to per
me X
Name: (1) t- of X A
TIUe: (2) P -1-1a X _003 Metas
(J) ripe of GS r w Pracaa- -A twak RN (Rau caro'No)
Date: (4) Dates of y_1211612018
(5) Dahcn/Epoch: AWS 2011,
AID:
NA
AtLie4
ID (6) Paan hed/fxed- &vf u- -C-ad CORS (NCCO)
(7) f Amooch CrOV
\ C bff d W _-__Yw1ey f-099985034Jt
(9)
6LitrFY.A7P FLR A2WARY SMfY LSA& 6f5
Norman bre, Ribelin. tify that this plat was drawn under my
supervision tram on actual survey performed under my supervision
(deed description recorded in peak Ai page 754 ; Vicinity Mop
that the boundaries not surveyed are clearly indicated as drown from Na Scale
informationfound in Aaok 5,X page /Si'
that the ratio of precision as calculated is /.'l9,aW& that the 6/obol
Positioning System (EP5) abservat ions were performed to the
Ovospotial Positioning Accuracy Standards, Part 2 5tandards far
6wodetic Networks at the 5 centimeter accuracy classification (=
confidence) using R7K Network and that this map meets the requkenent, of �Z
The Stam of Practice Y Lad Surwymg in North Cwdina (21 NCAC 56. 1609). C,
WWiitnneAss my original signal" d I this the with day of Nay, O
__' Surve
Norman bray Ribelin, "L L 2A74 Dote
Ribe/in Land Surveying, Inc. er M
' Q SEAL
L-2674 =
GREY R\� ��•
/rot 111111\\\\\ i
A1ote,
AR dart- given - reduced
to the @fol Man. Surface
datances con be obtained
by d oI g by combined
_-,we factor.
Nai-lat Control 3 3 centkneter
YerNcal Contra/ f 3 Centkrleters
Elevations ore based an NA [088
N renmts taken frau
N th Carol- Network R17r
0, rrimb/ RIO GLASS 0uat
Frequency GPs R--
Con.vtt-al GYarnd PvWk
pafav+ned wiu I- TrknWe S8
North
N. C. Gid North
NAD8J
(NS?S 2011)
Pw- NC Neff k R7K
✓ert.W Dolum
NA L088
META - -00=55=42'
o Ra, mann
9 kon Set
E] Stone Found
{s Mmanent Farad
■ Manwn4nt Set
b Noi Farad
♦ Nal Set
0 -104e Found
♦ 4'*re set
p Pont (not set nor
t Power Pa/.
1. Right-0--y
-E-OlarfMod Lk -
Physical Pon�d+,L.ocatioln� surrey ion sheet 05 ar 09
FAR JOhnsonW!/Cl't tE �lt."1i1770nt D%vmon
00
ah
m 4x
4 'A
i 2 wh
�Qaa a�
o6
Qa$S��gE
e iUa�"U�
oao°area`°
-Alz
°OS�aoa
6yj$
c&E� °JE
Qoc mE
MUI t c
resent -Owners. Allen S. Johnson. IT. & Franc s H. John n
City/Townshio: Concord, No. 4 TOWNSHIP,
County. Cabarrus COUNTY North Carolina
Porce/ Id. 562106979200oo
Pin Number 5621-06-9043
Iota creoge WA A,reo by coot mo es
Firer adpsted by LEAST SQUARES
field Surwy Date Begin: 06/01/2016 Fiend Surrey Dote Last, 12119/2016
Drawing Date: ateWu 017
F,76 2077Q505dwa Jbb Number
Point noble
Point /
Northing
Easting
Elevation
Description
Lotitude
Longitude
407
616407.15
1521286.29
647.13
soa6
No35' 25' 58.9457"
Wt780' 36' 25.7328"
406
61639283
152129212
646.92
sal
Naw 25' 58805o'
M080' 36' 25.6596'
409
616326.85
1521280.22
653.16
67
N035- 25' 581506'
*V80' 36' 257905"
410
616386.50
152128566
646.64
sao7
N035' 25' 567413'
WW' 36'25.7364"
412
616349.92
152127529
646.73
so8
N035' 25' 563779'
0080' 36'25-8545'
413
616352.10
152127033
646.96
soa6
Naw 25' 58.3986'
m080' j6'25-9149'
414
616344.38
1521264.05
647.27
s009
N035'25' 563213'
MV80' 36'25.9892'
415
61637728
152126688
646.97
sag
N035'25' 58.2519'
0980' 36'25.9296-
418
616305.34
1521255.34
646.75
Santo
N035' 25' 57.9378'
WW* 36' 26.0869'
417
616295.53
1521259.49
646.60
.10
N035- 25' 57.8374'
m060' 36' 26.0348'
418
616276.99
1521254.31
646.35
sell
N035'25' 57.6730"
*980' 36'26.0942'
419
61627899
1521254.31
646.35
rcp 36
Nom, 25' 57.6730'
MW' 36' 26.0942'
420
616284.26
1521250.11
646.10
rcp 36
N035' 25' 57.7245'
*WO* 36'26.1460'
421
616284.26
1521250.11
64610
sooll
N035- 25' 57.7245'
M980' 36' 26 1460'
423
616046.12
1521006.47
644.36
rap 30
vaw 25' 55.3703'
W980' 36' 29.0435'
424
616046.12
1521WS 44
644.38
P-1 P-37
N035' 25' 553703'
W780' 36' 29.0437'
425
61612675
1520993.51
0.00
P-36
M035'25' 56.1454'
M080' 36'29.2162'
426
616019.24
1520964.16
0.00
p-5
Naw 25' 55.0576'
MP80' -T6'29.5494'
427
615987.93
152095336
200
P-10
N035- 25' 54.7463'
W080' 36' 29.6738"
428
615886.37
1520777.98
641.18
sounding
N035' 25' 53.7137'
#1780' 36' 3[7732"
429
615882.54
1520771.10
642.27
sounding
NaW 25' 53.6748'
0080' 36' 31.8556'
430
61588680
1520790.06
64279
sounding
N035' 25' 537200'
W980' 36'31.6272'
432
61587616
1520791.09
64247
sounding
NaW 25' 53.6346'
MW* 36' 31.6132'
433
515906.31
1520773 74
639.79
sounding
Naw 25' 53 9102'
m080' 36' 31.8284'
434
61590340
1520762.22
640.38
sounding
N035- 25' 538797-
MW* 36' 31.9670'
435
615906.62
152075276
640.47
sounding
Na35' 25' 539096'
W080' 36' 32.1060"
436
615925.95
1520752.88
63634
sounding
Nom- 25' 54.1012"
0080' 36' 32.01842"
437
61591646
1520742.94
640.85
sounding
N035' 25' 540255'
M080' 36' 32.2028"
438
615934.60
152073614
641.05
sounding
NO3S 25' 54.1844'
0080' 36' 32.2640'
439
615931.30
1520729.96
643.50
sounding
Naw 25' 54.1504"
*o8O' 36'32.J620"
440
615942.78
1520741.00
64L 43
sounding
Naw 25' 54.2657"
0080' 36' 32.2311"
441
615959.70
1520739.95
643.50
sounding p 28
maw 25' 544328'
0080' 36' J22470-
442
615959 98
1520739.43
54342
sounding
AWY 25' 54.4356'
WV0' 36' 322534'
443
615939.10
1520722.77
0.00
p-27
N035' 25' 54.2264"
0080' 36' 32.4506'
444
615937.28
1520729.87
64363
sounding
N035' 25' 542096'
W1A80' 36' 32.3644'
445
615929.87
1520766.68
63694
sounding
N035' 25' 54.1422'
0080' 36' 31.9183'
446
61594384
1520773.89
63638
sounding
Naw 25' 54.2814'
Mt780- 36' 31.8378"
447
615960.80
1520766.37
639.72
sounding
N035' 25' 54.4480'
0980' 36' 31.9280'
448
615969 36
1520755.00
642.26
sounding
N035' 25' 545308"
0060- 36' 32.0671'
449
615908.30
1520814.06
639.20
sounding
N035- 25' 53.9167"
0980' 36' 31.3411 "
450
615886.71
1520813.91
641.74
sounding
N035' 25' 53.7228'
0080' 36' 31.3391'
451
615885.00
1520816.80
642.09
sounding
N035'25' 53.7065'
W080' 36' 31.3038"
452
615944.02
152080360
63636
sounding
N0.35- 25' 54.2880'
0980' 36' 31-4748'
453
615957.28
152081591
639.09
sounding
NO -W 25' 54.4212"
MW' 36' 31-3287'
454
615971.20
1520835.86
639.26
sounding
N035' 25' 54.5619'
0980' 36' 31.0904'
455
615993.83
1520860.32
639.93
sounding
Va35- 25' 54.7897'
MW' 36' 30.7992"
456
616016.29
1520872.28
639.75
sounding
N03525' 55.0137'
*080'36' 30.6591'
457
616044.12
1520890.86
640.36
sounding
N035- 25' 55.2920'
0080' 36' 324400'
458
616072.33
152091382
641.20
sounding
N035' 25' 555746'
*080' 36' 30.1682'
459
61607638
152095215
64294
sounding
N035' 25' 55.6407'
mm,36' 29.7061'
6LitrFY.A7P FLR A2WARY SMfY LSA& 6f5
Norman bre, Ribelin. tify that this plat was drawn under my
supervision tram on actual survey performed under my supervision
(deed description recorded in peak Ai page 754 ; Vicinity Mop
that the boundaries not surveyed are clearly indicated as drown from Na Scale
informationfound in Aaok 5,X page /Si'
that the ratio of precision as calculated is /.'l9,aW& that the 6/obol
Positioning System (EP5) abservat ions were performed to the
Ovospotial Positioning Accuracy Standards, Part 2 5tandards far
6wodetic Networks at the 5 centimeter accuracy classification (=
confidence) using R7K Network and that this map meets the requkenent, of �Z
The Stam of Practice Y Lad Surwymg in North Cwdina (21 NCAC 56. 1609). C,
WWiitnneAss my original signal" d I this the with day of Nay, O
__' Surve
Norman bray Ribelin, "L L 2A74 Dote
Ribe/in Land Surveying, Inc. er M
' Q SEAL
L-2674 =
GREY R\� ��•
/rot 111111\\\\\ i
A1ote,
AR dart- given - reduced
to the @fol Man. Surface
datances con be obtained
by d oI g by combined
_-,we factor.
Nai-lat Control 3 3 centkneter
YerNcal Contra/ f 3 Centkrleters
Elevations ore based an NA [088
N renmts taken frau
N th Carol- Network R17r
0, rrimb/ RIO GLASS 0uat
Frequency GPs R--
Con.vtt-al GYarnd PvWk
pafav+ned wiu I- TrknWe S8
North
N. C. Gid North
NAD8J
(NS?S 2011)
Pw- NC Neff k R7K
✓ert.W Dolum
NA L088
META - -00=55=42'
o Ra, mann
9 kon Set
E] Stone Found
{s Mmanent Farad
■ Manwn4nt Set
b Noi Farad
♦ Nal Set
0 -104e Found
♦ 4'*re set
p Pont (not set nor
t Power Pa/.
1. Right-0--y
-E-OlarfMod Lk -
Physical Pon�d+,L.ocatioln� surrey ion sheet 05 ar 09
FAR JOhnsonW!/Cl't tE �lt."1i1770nt D%vmon
00
ah
m 4x
4 'A
i 2 wh
�Qaa a�
o6
Qa$S��gE
e iUa�"U�
oao°area`°
-Alz
°OS�aoa
6yj$
c&E� °JE
Qoc mE
MUI t c
resent -Owners. Allen S. Johnson. IT. & Franc s H. John n
City/Townshio: Concord, No. 4 TOWNSHIP,
County. Cabarrus COUNTY North Carolina
Porce/ Id. 562106979200oo
Pin Number 5621-06-9043
Iota creoge WA A,reo by coot mo es
Firer adpsted by LEAST SQUARES
field Surwy Date Begin: 06/01/2016 Fiend Surrey Dote Last, 12119/2016
Drawing Date: ateWu 017
F,76 2077Q505dwa Jbb Number

This certifies that this copy of this plat accurately depicts the boundary of the jurisdiction of Section 404
aWrFVArP "GR AgTVY aR.cr 17t 61/,
of the Clean Water Act as determined by the undersigned on this date. Unless there is a change in the law
or our published regulations, this determination of Section 404 jurisdiction may be relied upon for a
period not to exceed five ears from this date. This determination was made utilizing the appropriate
P Y g app p
Point Table
ocinity Mop
No Scale
Regional Supplement to the 1987 Corps of Engineers Wetlands Delineation Manual."
g PP rP g
/, Norman GYey R.3e'in , tali/y that this reyu-t was proaticed unabr yayswson /rwn m
octuol LPs -Y made under y sryern'sim oM the f.#-Wg nf-t- win u -d to p®f
Name: (1) a- s­qof -,K _ry'
Paint {
Northing
Eosting
Sevation
Oescr*bhn
Latitude
Longitude-
ongitude450
450
616101.45
1520952.12
642.52
sounding
N035' 25' 55.8688"
OV80' 36" 29.7110'
461
616115.76
1520947.93
642.85
sounding
N035' 25' 56.0096'
"0' 36' 29.7645'
462
616136.73
152094545
644.07
sounding p 33/34
N035' 25' 56.2166"
KVO' 36' 29.7985-
463
616092.45
1520911.82
643.08
sounding p 32
N035' 25' 557734"
*ASO' 36' 30.1963'
464
616055.33
1520887.68
642.62
sounding
N035'25' 55.5012'
4080' 36' 304826'
465
616076.35
1520860.45
640.75
sound/ngp31
N035'25' 552702'
#080' 36" 30.8060"
466
616022.50
1520839.64
640.68
sounding pJO
N035' 25'55.0699'
#080' 36' 31.0548"
467
616007.39
1520820.03
639.90
sounding
N035' 25' 54.9174"
WASO' 36' 31.2887"
468
615991.96
1520793.02
641.05
sounding p29
N075'25' 54.7604'
4080' 36' 31.6121'
469
615975.35
152076809
641.17
sounding
NOJ5' 25' 54.5921"
1W780' 36' 31.9101"
470
615965.82
1520755.56
641.39
sounding
N035' 25' 54.4959"
w8o' 36' 32 0597"
477
615951.33
1520749.89
640.85
soundk/g
N035'25' 54.3517'
4080'36' 321254"
472
473
474
61591316
615927.00
615955.45
1520833.04
1520861.92
1520883.63
639.37
639.80
639.52
soundkig
sounding
sounding
N035' 25' 53.9876"
N075'25' 54.1291'
N035'25' 54.4139"
4080' 36' 31.1130'
W08o' 36' 30.7668'
W080' 36' 30.5101"
475
615979.94
1520901.18
640.47
sounding
N035' 25' 54.6589"
4080' 36' 303028"
476
615999.84
1520909.34
640.18
sounding
N035'25'54.8570"
4080' 36'J0.2061'
477
616019.95
1520934.65
643.43
sounding p7
N035' 25' 55.0599"
4080' 36' 29.9060'
478
616071.92
1520960.89
642.75
sounding
N035' 25' 555781'
W080' 36' 29.5992'
479
616061.34
1520985.24
643.46
soundkig
N085' 25' 55.4774'
W080' 36' 29.3030"
480
61602509
1520974.79
643.86
sounding
N035' 25' 551172'
#D8o' j6'29.4222-
6'29.4222'481
481
616113.67
1520979.10
644.05
sounding
N035'25' 55.9940'
4080' 36' 29.3874'
482
61591896
1520907.66
0.00
p-17
M035'25'54.0562'
WA80' 36' 30.2609'
487
61594511
1520902.05
641.46
sounding
N035' 25' 54.3145'
4080' 36' 30.2853'
484
515960.03
1520917.04
642.59
sounding
N035' 25' 54.4645'
4080' 36' 30.1072'
485
486
615974.50
615987.52
152094366
1520917.87
644.64
640.94
sounding
sounding
N035' 25' 54.6119'
N035' 25' 54.7366"
W080' 36'29.7884'
W080' 36' 30.1026"
487
615920.39
1520867. 10
640.61
soundkig
N035' 25' 54.0645'
W080' 36' 307029'
575
615821.55
1520669.60
644.07
rcp 36
N035' 25' 530554'
W080' 36' 380701'
576
615617.93
1521352.18
702.01
bridge
N035'25' 51.1508'
W080'36'24.7822"
577
615619.02
1521353.96
702.10
bridge
NO35' 25' 51.1619"
WO80' 36' 24.7609'
578
579
61566821
615472.17
1521434.04
152111542
70314
69381
bridge
guard-#
N085' 25' 51.6612'
M55'25' 49.6714'
W080' 36' 238028'
W080' J6' 27.6145'
580
616876.72
1521251.79
679.23
to
N035' 26' 03.5841'
4060' 36' 26.2416'
581
616594.89
1521246.27
669.88
to
N035' 26' 007960"
4080' 36' 26.2537'
582
616840.96
152117471
674.69
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N035'26' 03.2175"
4080' 36' 27.2144'
583
617009.42
1521231.88
684.37
to
NOJ5' 26' 04.8934'
10080'M'26.5061"
1000
595611.29
1537753.95
606.34
CORS NCCO
N085' 22' 35.2439'
Wt780' 33'51.1140-
7'51.1140'3007
J007
61700896
152125833
682.36
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N035' 26' 04.8930'
*080' 36'25.1885-
3009 1
616211.82
1520574.07 1
66300
1 3/4' pave Fd.
NO35' 25' 56.B998"
4080' _V'34.3009"
This certifies that this copy of this plat accurately depicts the boundary of the jurisdiction of Section 404
aWrFVArP "GR AgTVY aR.cr 17t 61/,
of the Clean Water Act as determined by the undersigned on this date. Unless there is a change in the law
or our published regulations, this determination of Section 404 jurisdiction may be relied upon for a
period not to exceed five ears from this date. This determination was made utilizing the appropriate
P Y g app p
Norman Grey Ribe/in. certi/y that this plot was drawn under my
supervision /ram a aataa, savvy performed under y supervision
(deedd,5ipt ion recorded in Rook a:5 page XW .
that fe
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that the do /precis lar as /cu/oled is /.{9rWh" that the 6/aba/
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Regional Supplement to the 1987 Corps of Engineers Wetlands Delineation Manual."
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/, Norman GYey R.3e'in , tali/y that this reyu-t was proaticed unabr yayswson /rwn m
octuol LPs -Y made under y sryern'sim oM the f.#-Wg nf-t- win u -d to p®f
Name: (1) a- s­qof -,K _ry'
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6eospat7a/ Positioning Accuracy Standards, Port Z Standards for
beodetic Netrorks at the cent imeter accuracy c/ossi/icol ion ($%
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fie Stmdords of Practice t Land Su ,f g in North Carolina (21 NCAC 56. 1600)
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Title:
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(4) Dotes o/ su Y _12/16/2016
Date: (5) Votes
NQS 1211
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giro gno ure an �r
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City/Township: Concord, No. 4 TOWNSHIP,
County. Cabarrus COUNTY North Carolina
Parcel /d. 5621c69t92oaoa
Pin Number 5621-06-9043
o creage reo y mo es
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FWd Survey Oate Begin AS/01/2(176 Ffdd Survey Late Lost. 72/19/2016
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This certifies that this copy of this plat accurately depicts the boundary of the jurisdiction of Section 404
of the Clean Water Act as determined by the undersigned on this date. Unless there is a change in the law
or our published regulations, this determination of Section 404 jurisdiction may berelied upon for a
period not to exceed five years from this date. This determination was made utilizing the appropriate
Regional Supplement to the 1987 Corps of Engineers Wetlands Delineation Manual."
4 ft— &ey Rd din , certify Nwt this report "os produced under my s Asim ham ae
actual GPS y mode ands Y supe,—oa o the fdl—mg of,aaal- eos ascd to per
the --K
Name: (o aass of x —'A"
(2) Pa 11mal occu ocy _003 Meters
Title: (7) rjpe of CFS Edd Prated-- _Network RX (North Carolina)
(4) Doren of r _72/16/2016_
Date: (s) nate teach. NSRS 2011,
A11 -L: NAWW __
111 (6) Published ed -control use. _Concord CORS (NCCO)
(7)Ceofd model CEO/0128
(8)Cambmed grid_0.9998503434
(9) units.- _U. S ---Y feet
aj?Tr ArP FGR AgWARY 5W&E't6A& 6P5
1.N 6 y Ribefin c rt ify that this plot — drawn under my
upervi ort from an actual survey performed under my supervision
(deeddescription recorded
in Book S'h page M .-
that the baundari es not surveyed ore clearly indicated as drown tram
infarmotion found in book �i page 11`4.-
thot the at
in of pr ecistbn os calculated is C Vaal ,,- that the &lobo/
Positioning 5ystem (Gfs)observations were perrormed to the
f9eospotiof Positioning Accuracy Standards, Port 2- Standards for
6eadetic Networks at the S centimeter accuracy cl ass it icat ion (93$
on fidence) using R7X Netnork and thot this map meets the requirements of
The Standards of Practice f Land —1 ying in North Carolina (21 NCAC 56. 1600).
witness my origin signature on eaf th' the I^ th_ doy of
May
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M;—Iff orey 97tWin , RS L- 4 Oore
Ribefin Land Surveying, lnc. 7;b
r``nity M
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" This certifies that this copy of this plat accurately depicts the boundary of the jurisdiction of Section 404
of the Clean Water Act as determined by the undersigned on this date. Unless there is a change in the law
or our published regulations, this determination of Section 404 jurisdiction may be relied upon for a
period not to exceed five years from this date. This determination was made utilizing the appropriate
Regional Supplement to the 1987 Corps of Engineers Wetlands Delineation Manual."
f, Norman Ik y Rd `we certify that this -pot was podecad ander my s dim hon, an
, tool (S's y made under my supen-oo and the fdfewk\g infonnot oe was used to pa
the su Y
Name: (1) Class of - -y A"
Title: �J) t Typeof ms) Positional an6eodyj
pac re-J4erwork RIK (North Ca rom
(4) Dotes ofs,I y _12/16/2015
Date: (5) Data Foch- NSRS 2011,
NA1998
AID: (6) P.1d hed/ ed --bol use: _Concord CORS (NCCO)_
(7) Dead mode4.GEOYDI28_
(6) r m—d grid tact). _0.9999503434_
(9) Units, _U. S 5—Y Ret
Allen 5.. Johnson, Jr. &
Frances H. Johnson
PIN 56210691920000
D. B. 505, page 0154.
aWTrtGATE Faz AgWIRY `..i,RWY L"& 6f5'
Norman
brey Ribelin. certify that this plot w s drown under my
supervise , frw» a actual survey performed under my supervision
(deeddescription r enat surorded in look 51i page 154;
that the boundori asveyed ore clearly indicated as drown Iran
information found in look 59i page 154,
that the ratio of precision as colculoted is f.b,�t.- that the 6lobol
Positioning System (L4r) ab servations were performed to the
beospatia/ Positioning Accuracy Standards Part 2 5tandords far
Geodetic Networks at the 5 centimeter accuracy classification (Wr
onfidence) using RrX Network and that this mop meets the requirements of
the Standards of Practice for Land Sur- ying io North Ca AIA (21 NCAC 56 160D).
Witness my ori gi o/ sigIu d / this the lith_ day of May,
Grey Ribetin , - 74 note
Ribetin Land Surveying, Inc. G-1691
%'Cinity Map
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Present Owners: Allen S. Johnson Jr. & Frances H. Johnson
City/Township: Concord, No. 4 TOWNSHIP,
County. Coborrus COUNTY North Carolina
Parcel Id- 5621o691920000
Pin Number 5621-06-9043
F/le. 20170505dw Job Number

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"This certifies that this copy of this plat accurately depicts the boundary of the jurisdiction of Section 404
of the Clean Water Act as determined by the undersigned on this date. Unless there is a change in the law
or our published regulations, this determination of Section 404 jurisdiction may be relied upon for a
period not to exceed five years from this date. This determination was made utilizing the appropriate
Regional Supplement to the 1987 Corps of Engineers Wetlands Delineation Manual."
4 Ne — LS y Rite✓ , tardy that this repot .os po undn- my paMsen ham on
tod 015 — y more ands my sepev -and the tdto—g i f—tim —.—d to pe
the --.F
Name: (1) CT— of y A'
(2) Positbnot °ccu y _0.03 Metas_
Title: (3) r)pe of LYS fled pacedure: _J✓et—* RW (N th Cording)
Date: (4) notes of s y _1�/15/z016
(5) notum/£poch: NSRS 2011,
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(7)Geoid --W GEW128
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(9) Units _U. 5 Sur y feet
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09 09
Vicinity Map `��` '` C ` ° ° °' ` O/ 'i7/ Physical Pond Location Survey for. Sheet of
NP ty 01 °°ESS/ °`� FOR ✓ohnsonConcretePiedmontDivision
a e pF Oyu°, Present Owners., Allen S. Johnson Jr. & Frances H. Johnson)
SEAL - City/Township: Concord, No. 4 TOWNSHIP,
o - County. Caborrus COUNTY North Carolina
n c e
v L-2674 Parcel ld.• 5621015919200oO
�`/�° /q Pin Number 5621-06-9043
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a e pF Oyu°, Present Owners., Allen S. Johnson Jr. & Frances H. Johnson)
SEAL - City/Township: Concord, No. 4 TOWNSHIP,
o - County. Caborrus COUNTY North Carolina
n c e
v L-2674 Parcel ld.• 5621015919200oO
�`/�° /q Pin Number 5621-06-9043
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REFERENCE: USGS Topographic Map; Concord, North Carolina Quadrangle; dated 1969 (photo -revised 1987). N
FIGURE NUMBER: 1 SITE LOCATION MAP
Piedmont Block Company „ PROJECTNUMBER: ENCH160010.00 106 Old Davidson Place NW
SCALE: 1,2,000' Concord, North Carolina

STORMWATER NARRATIVE
for
PEIDMONT BLOCK PLANT
Prepared for:
Piedmont Block
106 Old Davidson Place NW
Concord, NC 28027
Submitted by:
VLILII:J O O
ENGINEERING
1149 Executive Circle, Suite C-1
Cary, NC 27511
919.576.9733
1 It Submittal - May 2017
Underfoot Project #: C16021.00
(,AR0
%C�_cSSIO,r'
0 2g7a cW.�
M.
Landon M. Lovelace, PE, NCLID, LEED-AP

Page
INTRODUCTION............................................................................................................................... 1
1.1 PROJECT INFORMATION.........................................................................................................1
1.2 STORMWATER MANAGEMENT REQUIREMENTS.........................................................................2
STORMWATER CALCULATIONS...................................................................................................... 3
2.1 METHODOLOGY....................................................................................................................3
2.2 CONCLUSIONS.......................................................................................... 4
APPENDICES
APPENDIX A: DRAINAGE AREA MAPS
APPENDIX B: ROUTING CALULATIONS
APPENDIX C: CONVEYANCE CALCULATIONS

101 Project Information
Piedmont Block Plant is a +/- 20.97 acre project located in the City of Concord in
Cabarrus County, North Carolina. The site is located between NC Highway 73 (Old
Davidson Place NW) and NC Highway 29 (Concord Parkway) on the south and an
existing NC Railroad corridor to the east. The site is also bounded on the north and
northwest by an undeveloped parcel owned by Blueline Properties and the Davidson
Apartments Complex. The existing parcel is identified as having Cabarrus County PIN
5621-069-192 (20.97 acres). The parcel is zoned 1-2 (Heavy Industrial) and is already
developed in accordance with that zoning designation as a concrete product
production facility and associated support facilities.
r
•w y
Figure 1: Aerial view of site
i
Page 1 1

1,2 Stormwater Management Requirements
The intent of this stormwater narrative is to outline the existing on-site conditions
and to analyze and discuss what effects filling the existing on-site pond, and
piping the existing flow, would have on the system with regards to on-site piping
and inlets, as well as at the outfall. Any consideration of upstream areas, or any
other effects downstream of the project site are outside of the scope of this
narrative and are the sole responsibility of the site owner. The site also has an
existing Stormwater Pollution Prevention Plan (SWPPP) (approved as part of the
existing General Permit - #NCG 070000, issued May 1, 2003) that will also require
updating to reflect the proposed development. That updated SWPPP is outside
the scope of this report.
The existing system takes run-off from off-site and on-site. The off-site run-off comes
under the railroad corridor through an existing 3'x3' block box culvert, to a
stream, to a double 36" RCP culvert, and then to the existing pond. The on-site
run-off uses both sheet flows and a series of culverts and inlets to get the flow in
the existing pond. The existing pond does provide some storage during rain
events and outfalls through an existing 48" rcp culvert. The existing 48" rcp is in ill -
repair with multiple issues (including separated pipe joints and vertical pipe bends
as a result of the separated joints) and is also a "hanging" outfall, meaning that
the existing invert elevation at the outfall is +/- 2' above the existing stream bed.
The existing stream channel armoring, which consists of rip -rap and broken
concrete slabs and other masonry products, is also in need of
maintenance/updating.
The proposed system would collect on-site run-off in a series of inlets and pipes
and construct a new outfall near the location of the existing outfall.
Page 1 2

•
FSCOM�N_ N I ATIOO�S
201 Methodology
The stormwater calculations were conducted using the natural drainage features and
existing impervious areas as depicted by an existing field survey provided. Drainage
areas will be based on field survey data and proposed development within those
drainage areas.
The scope of work will include the following analyses:
Existinq System Analysis:
Hydrology:
Formulation of the 1 -year, 2 -year, 5 -year, and 10 -year peak flows for the pre -
development and post -development drainage areas will be generated with HydroCAD.
The SCS will be used to develop peak flows for the Type II, 24-hour storm events in the
area.
The curve numbers and drainage areas will be computed using information taken
directly from the field survey file and Malcolm's Table of Curve Number values.
Hydraulics:
Computer simulated reservoir routing of the 1 -year, 2 -year, 5 -year, 10 -year, and 100 -year
design storms utilized stage -storage and stage -discharge functions will be completed in
HydroCAD for the existing system. Stage -storage functions will be derived from the
existing pond contours and existing 48" rcp outfall pipe. A non-linear regression relation
for surface area versus elevation will be derived for the existing pond. This relationship will
estimate the incremental volume of the pond to the stage or elevation of the pond.
Stage -discharge functions will be developed for the existing outlet pipe. The resulting pre -
development flows will be used to compare to the flows anticipated from the
development. It is anticipated that there will be an increase in the pre -post run-off. The
post development run-off will be used to design the appropriate outlet protection.

Proposed System Analysis:
Conveyance systems will also be analyzed. Inlet capacity will be analyzed to determine
the amount of anticipated ponding in the proposed material storage areas. Pipes will be
sized using StormCAD with all Hydraulic Grade Lines for the 10 -year storm remaining
within the pipe.
The modeling results (including HydroCAD and StormCAD) will be provided as
appendices to this narrative.
Assumptions:
Based on the limitations of the existing information provided for this analysis and the
scope of this narrative, some assumptions have been made in the calculations and are
outlined below:
• With limited survey information on the existing 3'x3' block culvert that carries off-
site run-off onto the site, it is assumed that all of the upstream area that drains to
that culvert has unimpeded flow to the site (ie that there is no upstream
detention and that the culvert passes all flow). This assumption is very
conservative and likely inflates the flow numbers over what is actually realized
on-site.
• The upstream curve number is based on the land use assumed in study of aerial
photographs of the area.
• The site topography (including pond elevations) was taken from NC One Map
and should be considered approximate.
• The pond routing assumes that there is no overtopping of the existing roadway
that serves as a dam. This assumption is based on the site topography and a site
walk/photos of the area.
202 Conclusions
The analysis performed for this narrative concludes that by filling the existing pond, there
will be a loss in on-site detention that was provided in the existing pond. The new outfall,
however, will be greatly improved and will provide for adequate outlet protection. The
Page 1 4

proposed outfall will also eliminate the existing "hanging" pipe and will be buried one
foot to allow for aquatic passage.
To summarize, this narrative outlines the project information and design methodology
that will be used during the design and analysis process for this project. This narrative will
be supplemented with all of the required calculations, exhibits, maps, etc... in order to
confirm that the site will be in compliance with the requirements as outlined in this
narrative.
This Stormwater Narrative has been prepared by Underfoot Engineering, Inc. in
accordance with accepted engineering standards and practices.
Page 1 5

APPENDIX A
DRANAGE AREA MAPS

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'�'-

APPENDIX B
ROUTING CALCULATIONS

2 -PRE
1 -PRE
ZDA #1 -PRE
DA #6 -PF
EXI;
DA #4 -PRE
Subcat Reach Pon Link
:TREAM
3 -PRE
JA #3 -PRE

2017.05.16 Johnson Concrete Existing Routing
Prepared by Underfoot Engineering Printed 5/18/2017
HydroCAD® 10.00 s/n 07811 @2013 HydroCAD Software Solutions LLC Page 2
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
17.500
78
Composite -Assumed
(1 -PRE)
5.500
98
Composite -Assumed
(2 -PRE)
5.300
90
Composite -Assumed
(3 -PRE, 4 -PRE)
3.200
70
Composite -Assumed
(5 -PRE)
4.400
85
Composite -Assumed
(6 -PRE)
35.900
83
TOTAL AREA

2017.05.16 Johnson Concrete Existing Routing Type 1124 -hr 1 -year Rainfall=2.80"
Prepared by Underfoot Engineering Printed 5/18/2017
HydroCAD® 10.00 s/n 07811 © 2013 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 1 -PRE: DA #1 -PRE
Runoff = 16.12 cfs @ 12.20 hrs, Volume= 1.430 af, Depth> 0.98"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 1 -year Rainfall=2.80"
Area (ac) CN Description
17.500 78 Composite - Assumed
17.500 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
25.0 Direct Entry,
Subcatchment 1 -PRE: DA #1 -PRE
Hydrograph
18 16.12 cfs El Runoff)
161 Type II 24 -hr -
14 1 -year Rainfa11=2.80„
12 Runoff Area=17.500 ac -
10-�noTtolume=' 1.430 af-
Runoff Depth>0.98"
0 8 - - - -' Tc -25.0 inin
6 -CN=78-
4 -
2 4 6 8 10 12 14 16 18 20 22 24
Time (hours)

2017.05.16 Johnson Concrete Existing Routing Type 1124 -hr 1 -year Rainfall=2.80"
Prepared by Underfoot Engineering Printed 5/18/2017
HydroCAD® 10.00 s/n 07811 © 2013 HydroCAD Software Solutions LLC Pa ece44
Summary for Subcatchment 2 -PRE: DA #2 -PRE
Runoff = 19.11 cfs @ 12.01 hrs, Volume= 1.175 af, Depth> 2.56"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 1 -year Rainfall=2.80"
Area (ac) CN Description
5.500 98 Composite - Assumed
5.500 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
0
M
20
18
16
14
12
10
Subcatchment 2 -PRE: DA #2 -PRE
Hydrograph
19.11 CfS
L
-1--L-
t- - -
- - -t
-- - - -
- - -' --'-
r
7
r -
7
-,Type 1124 -hr -
1 -year
4-hr1-year Rainfa11-2.8W'
-
Runoff Area -5.-500 ac-
-Runoff V-o1�11me 1,1-75 af
Runoff i Depth>2.56"-
Tc_l G.0 min_
CN=98
2 4 6 8 10 12 14 16 18 20 22 24
Time (hours)
I 1 ❑ Runoff

2017.05.16 Johnson Concrete Existing Routing Type 1124 -hr 1 -year Rainfall=2.80"
Prepared by Underfoot Engineering Printed 5/18/2017
HydroCAD® 10.00 s/n 07811 © 2013 HydroCAD Software Solutions LLC Pa ece55
Summary for Subcatchment 3 -PRE: DA #3 -PRE
Runoff = 7.38 cfs @ 12.01 hrs, Volume= 0.404 af, Depth> 1.80"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 1 -year Rainfall=2.80"
Area (ac) CN Description
2.700 90 Composite - Assumed
2.700 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 3 -PRE: DA #3 -PRE
Hydrograph
----------
$- 7.38 cfs
7_ - - - Type It 24 -hr
1 -year Rainfall -2.807.
6- Runoff Area -2.700 ac
5 Runoff Volume=�0.40� of
4
I- - - r -Rulnoff DepthA-'8V
o Tc -10.0 �nin
+ + +
3.. I M-40
2.
-I- _ J _ _ L _ _I_ _
j I I I
• 8 10 12 14 16 18 20 22 24
❑ Runoff

2017.05.16 Johnson Concrete Existing Routing Type 1124 -hr 1 -year Rainfall=2.80"
Prepared by Underfoot Engineering Printed 5/18/2017
HydroCAD® 10.00 s/n 07811 © 2013 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 4 -PRE: DA #4 -PRE
Runoff = 7.10 cfs @ 12.01 hrs, Volume= 0.389 af, Depth> 1.80"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 1 -year Rainfall=2.80"
Area (ac) CN Description
2.600 90 Composite - Assumed
2.600 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 4 -PRE: DA #4 -PRE
Hydrograph
7.10 cfs I
2
1
Type II 24 -hr
t year Rainfall -2.80"
Runoff Area -2.600 ac
Runoff Volume -0.389 of
Runoff Depth>1 t80"
T _ _ .
Tc -10.0 -min
I-
M -_90
• 8 10 12 14 16 18 20 22 24
❑ Runoff
-ice
7
-
4-
6
5
-- 4
0
U_ 3-
2
1
Type II 24 -hr
t year Rainfall -2.80"
Runoff Area -2.600 ac
Runoff Volume -0.389 of
Runoff Depth>1 t80"
T _ _ .
Tc -10.0 -min
I-
M -_90
• 8 10 12 14 16 18 20 22 24
❑ Runoff

2017.05.16 Johnson Concrete Existing Routing Type 1124 -hr 1 -year Rainfall=2.80"
Prepared by Underfoot Engineering Printed 5/18/2017
HydroCAD® 10.00 s/n 07811 @2013 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 5 -PRE: DA #5 -PRE
Runoff = 2.70 cfs @ 12.03 hrs, Volume= 0.161 af, Depth> 0.60"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 1 -year Rainfall=2.80"
Area (ac) CN Description
3.200 70 Composite - Assumed
3.200 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
0
Subcatchment 5 -PRE: DA #5 -PRE
Hydrograph
3-f I I 1 1 1 2.70 cfs
2
1
0
Type II 24 -hr
1 -year Rainfall=2.80"
Runoff Area=3.200 ac
Runoff Volume=0.161 of
Runoff Depth>0.60"
Tc=10.0 min
2 4 6 8 10 12 14 16 18 20 22 24
Time (hours)
❑ Runoff

2017.05.16 Johnson Concrete Existing Routing Type 1124 -hr 1 -year Rainfall=2.80"
Prepared by Underfoot Engineering Printed 5/18/2017
HydroCAD® 10.00 s/n 07811 © 2013 HydroCAD Software Solutions LLC Pa ece88
Summary for Subcatchment 6 -PRE: DA #6 -PRE
Runoff = 8.11 cfs @ 12.07 hrs, Volume= 0.519 af, Depth> 1.42"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 1 -year Rainfall=2.80"
Area (ac) CN Description
4.400 85 Composite - Assumed
4.400 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.0 Direct Entry,
9-
8-
7-
6-
5-
0
-
87-
65-0 4-
F
3-
2
1
0-
Subcatchment 6 -PRE: DA #6 -PRE
Hydrograph
8.11 cfs
Type II 24 -hr
1 -year Rainfall -2.80"
Runoff Area -4.400 ac
Runoff Volume -0.519 of
Runoff Depth>1.42"
QTc -15.0 inin
- - M-85
2 4 6 8 10 12 14 16 18 20 22 24
Time (hours)
❑ Runoff

2017.05.16 Johnson Concrete Existing Routing Type 1124 -hr 1 -year Rainfall=2.80"
Prepared by Underfoot Engineering Printed 5/18/2017
HydroCAD® 10.00 s/n 07811 @2013 HydroCAD Software Solutions LLC Page 9
Summary for Reach 1 -PIPE: EX PIPE
Inflow Area = 17.500 ac, 0.00% Impervious, Inflow Depth > 0.97" for 1 -year event
Inflow = 15.12 cfs @ 12.35 hrs, Volume= 1.416 of
Outflow = 15.08 cfs @ 12.39 hrs, Volume= 1.413 af, Atten= 0%, Lag= 2.0 min
Routing by Stor-Ind+Trans method, Time Span= 1.00-24.00 hrs, dt= 0.01 hrs
Max. Velocity= 4.88 fps, Min. Travel Time= 1.2 min
Avg. Velocity = 1.74 fps, Avg. Travel Time= 3.3 min
Peak Storage= 1,051 cf @ 12.37 hrs
Average Depth at Peak Storage= 1.23' above invert (0.56' above fill)
Bank -Full Depth= 3.00' above invert (2.33' above fill) Flow Area= 11.8 sf, Capacity= 78.00 cfs
A factor of 2.00 has been applied to the storage and discharge capacity
36.0" Round Pipe w/ 8.0" inside fill
n= 0.013
Length= 340.0' Slope= 0.0059 '/' (101 Elevation Intervals)
Inlet Invert= 646.35', Outlet Invert= 644.36'
1
14
12
10-
%I.-
8-
0
08-0
6-
Reach 1 -PIPE: EX PIPE
Hydrograph
15.08 cfs
_J Inflow Area=17.500 ac
Avg. Flow Depth=0.56'
Max Vel=4.88 fps
36.0"
Round Pipe
w/ 8.0" inside fill x 2.00
n=0.013
L=340.0'
S=0.0059 '/'
Capacity=78.00 cfs
2 4 6 8 10 12 14 16 18 20 22 24
Time (hours)
❑ Inflow
❑ Outflow

2017.05.16 Johnson Concrete Existing Routing Type 1124 -hr 1 -year Rainfall=2.80"
Prepared by Underfoot Engineering Printed 5/18/2017
HydroCAD® 10.00 s/n 07811 © 2013 HydroCAD Software Solutions LLC Pacie 10
Summary for Reach 1-STR: EX STREAM
Inflow Area = 17.500 ac, 0.00% Impervious, Inflow Depth > 0.98" for 1 -year event
Inflow = 16.12 cfs @ 12.20 hrs, Volume= 1.430 of
Outflow = 15.12 cfs @ 12.35 hrs, Volume= 1.416 af, Atten= 6%, Lag= 9.5 min
Routing by Stor-Ind+Trans method, Time Span= 1.00-24.00 hrs, dt= 0.01 hrs
Max. Velocity= 0.70 fps, Min. Travel Time= 5.5 min
Avg. Velocity = 0.24 fps, Avg. Travel Time= 15.8 min
Peak Storage= 4,951 cf @ 12.26 hrs
Average Depth at Peak Storage= 1.58'
Bank -Full Depth= 6.00' Flow Area= 108.0 sf, Capacity= 152.65 cfs
12.00' x 6.00' deep channel, n= 0.500
Side Slope Z -value= 1.07' Top Width= 24.00'
Length= 230.0' Slope= 0.0391 '/'
Inlet Invert= 655.00', Outlet Invert= 646.00'
Reach 1-STR: EX STREAM
Hydrograph
18 - 16.12 CfS
15.12 cfs flow Arga=17.500 ac
16 - Avg. Flow'Depth_1.58'
Flax Vel=0.70 fps
12 - ! -' - #-i---(Y50D
10 _ - _ _ Lk230-0'
6 8- - -1--0�039-I- '�'
a: Capacity -152.65 cfs
6 -,-- -
2 4 6 8 10 12 14 16 18 20 22 24
Time (hours)
Inflow
❑ Outflow

2017.05.16 Johnson Concrete Existing Routing Type 1124 -hr 1 -year Rainfall=2.80"
Prepared by Underfoot Engineering Printed 5/18/2017
HydroCAD® 10.00 s/n 07811 © 2013 HydroCAD Software Solutions LLC Page 11
Summary for Pond EX. POND: EXISTING POND
Inflow Area =
31.500 ac,
17.46% Impervious,
Inflow Depth > 1.35" for 1 -year event
Inflow =
37.33 cfs @
12.02 hrs, Volume=
3.543 of
Outflow =
4.10 cfs @
13.37 hrs, Volume=
1.887 af, Atten= 89%, Lag= 81.2 min
Primary =
4.10 cfs @
13.37 hrs, Volume=
1.887 of
Routing by Stor-Ind method, Time Span= 1.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 645.95' @ 13.37 hrs Surf.Area= 56,003 sf Storage= 90,180 cf
Plug -Flow detention time= 302.6 min calculated for 1.887 of (53% of inflow)
Center -of -Mass det. time= 176.0 min ( 1,000.1 - 824.2 )
Volume Invert
#1 644.00'
Avail.Storage Storage Description
310,300 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(sq -ft)
(cubic -feet)
(cubic -feet)
644.00
40,000
0
0
645.00
44,950
42,475
42,475
646.00
56,645
50,798
93,273
647.00
67,765
62,205
155,478
648.00
77,175
72,470
227,948
649.00
87,530
82,353
310,300
Device Routinq Invert Outlet Devices
#1 Primary 645.33' 48.0" Round Culvert
L= 96.0' RCP, groove end projecting, Ke= 0.200
Inlet / Outlet Invert= 645.33'/ 636.03' S= 0.09697' Cc= 0.900
n= 0.013, Flow Area= 12.57 sf
Primary OutFlow Max=4.09 cfs @ 13.37 hrs HW=645.95' (Free Discharge)
L1=Culvert (Inlet Controls 4.09 cfs @ 3.34 fps)

2017.05.16 Johnson Concrete Existing Routing Type 1124 -hr 1 -year Rainfall=2.80"
Prepared by Underfoot Engineering Printed 5/18/2017
HydroCAD® 10.00 s/n 07811 © 2013 HydroCAD Software Solutions LLC Paqe 12
Pond EX. POND: EXISTING POND
Hydrograph
37.33 Cfs ❑ Inflow
40 Inflow Area=31.500 ac ❑ Primary
35 - - - _ Peak IElev=645.95'
30 _ _ _ Sjorage=90,18(] Cf
I 1 1 48.0"
.� 25
20:- 0=0.013
L=96.0'
" 15 -- - - --
I I I ' SA.0969 T
10 - 4.10 Cfs -
2 4 6 8 10 12 14 16 18 20 22 24
Time (hours)

2017.05.16 Johnson Concrete Existing Routing Type // 24 -hr 2 -year Rainfall=3.60"
Prepared by Underfoot Engineering Printed 5/18/2017
HydroCAD® 10.00 s/n 07811 © 2013 HydroCAD Software Solutions LLC Paqe 13
Summary for Subcatchment 1 -PRE: DA #1 -PRE
Runoff = 26.47 cfs @ 12.19 hrs, Volume= 2.278 af, Depth> 1.56"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 2 -year Rainfall=3.60"
Area (ac) CN Description
17.500 78 Composite - Assumed
17.500 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
25.0 Direct Entry,
Subcatchment 1 -PRE: DA #1 -PRE
Hydrograph
1 26.47 cfs
2
20
15
3
11,
10
-,Type 1124-hr-
2-year
4-hr2-year Rainfall=3.60"
Runoff Area=17.500 ac
Runoff Volume=2.278 of
-Runoff Depih>1.56"
Tc=25.0 ,nin
CN_78
2 4 6 8 10 12 14 16 18 20 22 24
Time (hours)
❑ Runoff

2017.05.16 Johnson Concrete Existing Routing Type // 24 -hr 2 -year Rainfall=3.60"
Prepared by Underfoot Engineering Printed 5/18/2017
HydroCAD® 10.00 s/n 07811 © 2013 HydroCAD Software Solutions LLC Paqe 14
Summary for Subcatchment 2 -PRE: DA #2 -PRE
Runoff = 24.73 cfs @ 12.01 hrs, Volume= 1.540 af, Depth> 3.36"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 2 -year Rainfall=3.60"
Area (ac) CN Description
5.500 98 Composite - Assumed
5.500 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
26
24
22
20
18
16
3 14
0 12
" 10
Subcatchment 2 -PRE: DA #2 -PRE
Hydrograph
24.73 cfs
--------t--r-
F
Typ0, - 24 -hr
2 -year Rainf.0-3.60
Runoff Area -5.500 ac
Runoff Volme=�r540 of
--RunofflDeplh>3.36"
Tc --j 0.0 (nin
t
--- 1---1--! jM--98-
2 4 6 8 10 12 14 16 18 20 22 24
Time (hours)
0 Runoff

2017.05.16 Johnson Concrete Existing Routing Type // 24 -hr 2 -year Rainfall=3.60"
Prepared by Underfoot Engineering Printed 5/18/2017
HydroCAD® 10.00 s/n 07811 © 2013 HydroCAD Software Solutions LLC Pacie 15
Summary for Subcatchment 3 -PRE: DA #3 -PRE
Runoff = 10.25 cfs @ 12.01 hrs, Volume= 0.571 af, Depth> 2.54"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 2 -year Rainfall=3.60"
Area (ac) CN Description
2.700 90 Composite - Assumed
2.700 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 3 -PRE: DA #3 -PRE
Hydrograph
I 10.25 cfs ❑ Runoff
10 Typ' II 24 -hr
-----
A 2 -year Rainfa11-3.60"
8 Runoff Area -2.700 ac
7 - - - R' noff Vol' me -0.571 of
6 Runoff I Depth>2.54"
0 5 IFF -1 1 Tc. 0.0 in
LL 1- --1--L----1-- --
4 I 1 1 M--90
3 rt - --- - - - -r - -I--7--r--I--i--- --
2
2 4 6 8 10 12 14 16 18 20 22 24
Time (hours)

2017.05.16 Johnson Concrete Existing Routing Type // 24 -hr 2 -year Rainfall=3.60"
Prepared by Underfoot Engineering Printed 5/18/2017
HydroCAD® 10.00 s/n 07811 © 2013 HydroCAD Software Solutions LLC Paqe 16
Summary for Subcatchment 4 -PRE: DA #4 -PRE
Runoff = 9.87 cfs @ 12.01 hrs, Volume= 0.549 af, Depth> 2.54"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 2 -year Rainfall=3.60"
Area (ac) CN Description
2.600 90 Composite - Assumed
2.600 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 4 -PRE: DA #4 -PRE
Hydrograph
9.87 cfs
10
- I--4--
9
N 7
6
5
30
0 -
4
3-
L
21
,
Type 11 2�- hr
2 -year Rainfall=3.60" _
Runoff Area=2.600 ac _
Runoff Volume=0.549 of _
Runoff i Dep1h>2.54"
Tc=l 0.0 �nin
CN�90
- L I —
I I I
2 4 6 8 10 12 14 16 18 20 22 24
Time (hours)
❑ Runoff

2017.05.16 Johnson Concrete Existing Routing Type // 24 -hr 2 -year Rainfall=3.60"
Prepared by Underfoot Engineering Printed 5/18/2017
HydroCAD® 10.00 s/n 07811 © 2013 HydroCAD Software Solutions LLC Pacie 17
Summary for Subcatchment 5 -PRE: DA #5 -PRE
Runoff = 5.11 cfs @ 12.03 hrs, Volume= 0.284 af, Depth> 1.07"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 2 -year Rainfall=3.60"
Area (ac) CN Description
3.200 70 Composite - Assumed
3.200 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
5
4
3
_o
LL
2
1
0
Subcatchment 5 -PRE: DA #5 -PRE
Hydrograph
5.11 cfs
Type II 24 -hr
2-ydar Rainfall=3.60"
Runoff Area=3.200 ac
Runoff Volume=0.284 of
Runoff DepthA .07"
Tc=10.0 �An
L _ _
CNi--70
I
I
I
2 4 6 8 10 12 14 16 18 20 22 24
Time (hours)
❑ Runoff

2017.05.16 Johnson Concrete Existing Routing Type // 24 -hr 2 -year Rainfall=3.60"
Prepared by Underfoot Engineering Printed 5/18/2017
HydroCAD® 10.00 s/n 07811 © 2013 HydroCAD Software Solutions LLC Paqe 18
Summary for Subcatchment 6 -PRE: DA #6 -PRE
Runoff = 11.97 cfs @ 12.07 hrs, Volume= 0.768 af, Depth> 2.10"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 2 -year Rainfall=3.60"
Area (ac) CN Description
4.400 85 Composite - Assumed
4.400 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.0 Direct Entry,
13
12
11-
10-
9-
8
`.
7-
G 6 -
FL rz.
3
1
Subcatchment 6 -PRE: DA #6 -PRE
Hydrograph
11.97 cfs
- -- - , rt r
-,Type 112�- hr
- 2 -year Rainfall=3.6W'
Runoff Area=4.400 ac -
FR noff Vol me � 0.768 af-
- -
-
_ Runoff Depth>2.1 0"_
r ' Tc7-J 5.Q ll(nin
� AMt8-5
rtF
2 4 6 8 10 12 14 16 18 20 22 24
Time (hours)
❑ Runoff
L
-L
-- - - - -
- - --
- -- - , rt r
-,Type 112�- hr
- 2 -year Rainfall=3.6W'
Runoff Area=4.400 ac -
FR noff Vol me � 0.768 af-
- -
-
_ Runoff Depth>2.1 0"_
r ' Tc7-J 5.Q ll(nin
� AMt8-5
rtF
2 4 6 8 10 12 14 16 18 20 22 24
Time (hours)
❑ Runoff

2017.05.16 Johnson Concrete Existing Routing Type 1124 -hr 2 -year Rainfall=3.60"
Prepared by Underfoot Engineering Printed 5/18/2017
HydroCAD® 10.00 s/n 07811 @2013 HydroCAD Software Solutions LLC Page 19
Summary for Reach 1 -PIPE: EX PIPE
Inflow Area = 17.500 ac, 0.00% Impervious, Inflow Depth > 1.55" for 2 -year event
Inflow = 25.23 cfs @ 12.32 hrs, Volume= 2.261 of
Outflow = 25.17 cfs @ 12.35 hrs, Volume= 2.257 af, Atten= 0%, Lag= 1.7 min
Routing by Stor-Ind+Trans method, Time Span= 1.00-24.00 hrs, dt= 0.01 hrs
Max. Velocity= 5.72 fps, Min. Travel Time= 1.0 min
Avg. Velocity = 1.95 fps, Avg. Travel Time= 2.9 min
Peak Storage= 1,495 cf @ 12.34 hrs
Average Depth at Peak Storage= 1.44' above invert (0.78' above fill)
Bank -Full Depth= 3.00' above invert (2.33' above fill) Flow Area= 11.8 sf, Capacity= 78.00 cfs
A factor of 2.00 has been applied to the storage and discharge capacity
36.0" Round Pipe w/ 8.0" inside fill
n= 0.013
Length= 340.0' Slope= 0.0059 '/' (101 Elevation Intervals)
Inlet Invert= 646.35', Outlet Invert= 644.36'
25
O
Reach 1 -PIPE: EX PIPE
Hydrograph
25.17 cfs
Inflow Area=17.500 ac
Avg. Flow Depth=0.78'
Max Vel=5.72 fps
36.0"
Round Pipe
w/ 8.0" inside fill x 2.00
n=0.013
L=340.0'
S=0.0059 '/'
Capacity=78.00 cfs
2 4 6 8 10 12 14 16 18 20 22 24
Time (hours)
❑ Inflow
❑ Outflow

2017.05.16 Johnson Concrete Existing Routing Type // 24 -hr 2 -year Rainfall=3.60"
Prepared by Underfoot Engineering Printed 5/18/2017
HydroCAD® 10.00 s/n 07811 © 2013 HydroCAD Software Solutions LLC Paqe 20
Summary for Reach 1-STR: EX STREAM
Inflow Area = 17.500 ac, 0.00% Impervious, Inflow Depth > 1.56" for 2 -year event
Inflow = 26.47 cfs @ 12.19 hrs, Volume= 2.278 of
Outflow = 25.23 cfs @ 12.32 hrs, Volume= 2.261 af, Atten= 5%, Lag= 7.9 min
Routing by Stor-Ind+Trans method, Time Span= 1.00-24.00 hrs, dt= 0.01 hrs
Max. Velocity= 0.83 fps, Min. Travel Time= 4.6 min
Avg. Velocity = 0.27 fps, Avg. Travel Time= 14.0 min
Peak Storage= 6,984 cf @ 12.25 hrs
Average Depth at Peak Storage= 2.15'
Bank -Full Depth= 6.00' Flow Area= 108.0 sf, Capacity= 152.65 cfs
12.00' x 6.00' deep channel, n= 0.500
Side Slope Z -value= 1.07' Top Width= 24.00'
Length= 230.0' Slope= 0.0391 '/'
Inlet Invert= 655.00', Outlet Invert= 646.00'
Reach 1-STR: EX STREAM
Hydrograph
2 .47 f
25.23 CfS flow Arga=17.500 ac
25 Avg. Flow 'Depth=2.15'
Flax Vel=0.83 f-ps
20 1 1 n=0.500
L=230.0'=230.0'
15
.0391 T
10 Capacity=152.65 cfs
2 4 6 8 10 12 14 16 18 20 22 24
Time (hours)
Li Inflow
❑Outflow

2017.05.16 Johnson Concrete Existing Routing Type // 24 -hr 2 -year Rainfall=3.60"
Prepared by Underfoot Engineering Printed 5/18/2017
HydroCAD® 10.00 s/n 07811 © 2013 HydroCAD Software Solutions LLC Page 21
Routing by Stor-Ind method, Time Span= 1.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 646.40' @ 12.81 hrs Surf.Area= 61,044 sf Storage= 116,550 cf
Plug -Flow detention time= 234.2 min calculated for 3.490 of (67% of inflow)
Center -of -Mass det. time= 127.2 min ( 945.1 - 817.8 )
Volume Invert
#1 644.00'
Avail.Storage Storage Description
310,300 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
(feet)
Summary for Pond EX. POND: EXISTING POND
Inflow Area =
31.500 ac,
17.46% Impervious,
Inflow Depth > 1.98" for 2 -year event
Inflow =
53.62 cfs @
12.02 hrs, Volume=
5.202 of
Outflow =
11.80 cfs @
12.81 hrs, Volume=
3.490 af, Atten= 78%, Lag= 47.2 min
Primary =
11.80 cfs @
12.81 hrs, Volume=
3.490 of
Routing by Stor-Ind method, Time Span= 1.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 646.40' @ 12.81 hrs Surf.Area= 61,044 sf Storage= 116,550 cf
Plug -Flow detention time= 234.2 min calculated for 3.490 of (67% of inflow)
Center -of -Mass det. time= 127.2 min ( 945.1 - 817.8 )
Volume Invert
#1 644.00'
Avail.Storage Storage Description
310,300 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
(feet)
Surf.Area
(sq -ft)
Inc.Store
(cubic -feet)
Cum.Store
(cubic -feet)
644.00
40,000
0
0
645.00
44,950
42,475
42,475
646.00
56,645
50,798
93,273
647.00
67,765
62,205
155,478
648.00
77,175
72,470
227,948
649.00
87,530
82,353
310,300
Device Routinq Invert Outlet Devices
#1 Primary 645.33' 48.0" Round Culvert
L= 96.0' RCP, groove end projecting, Ke= 0.200
Inlet / Outlet Invert= 645.33'/ 636.03' S= 0.09697' Cc= 0.900
n= 0.013, Flow Area= 12.57 sf
Primary OutFlow Max=11.80 cfs @ 12.81 hrs HW=646.40' (Free Discharge)
't--1 =Culvert (Inlet Controls 11.80 cfs @ 4.39 fps)

2017.05.16 Johnson Concrete Existing Routing Type // 24 -hr 2 -year Rainfall=3.60"
Prepared by Underfoot Engineering Printed 5/18/2017
HydroCAD® 10.00 s/n 07811 © 2013 HydroCAD Software Solutions LLC Paqe 22
Pond EX. POND: EXISTING POND
Hydrograph
60 - - 53.62 cfs -
55 - InfloW Area=31.500 ac -
50
c50 + - - - - Peak-Elev=646.4T
45
- -,-Stgrag1-11 0,55Q cf
35- - --- ----� --�
Round Culvert
3 30 0=0.P13
0 25 ---------
_ L=96._0'
15
20 - - - - 11.80 Cfs _ _' S-0'.0969 '/'
10 - -L1-
2 4 6 8 10 12 14 16 18 20 22 24
Time (hours)
❑ Inflow
El
Primary

2017.05.16 Johnson Concrete Existing Routing Type // 24 -hr 10 -year Rainfall=5.38"
Prepared by Underfoot Engineering Printed 5/18/2017
HydroCAD® 10.00 s/n 07811 © 2013 HydroCAD Software Solutions LLC Paqe 23
Summary for Subcatchment 1 -PRE: DA #1 -PRE
Runoff = 51.86 cfs @ 12.19 hrs, Volume= 4.400 af, Depth> 3.02"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10 -year Rainfall=5.38"
Area (ac) CN Description
17.500 78 Composite - Assumed
17.500 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
25.0 Direct Entry,
5
5
4
4
N 3
3
0 2
2
1
1
Subcatchment 1 -PRE: DA #1 -PRE
F I _F
Hydrograph
-I 51.86 CfS - - - - - ❑ Runoff
Type, 1124 -fir
-11-0-ydar Rainfall -5
Runoff- Area -17.-500 ac
RYnofiI Volume X4.401 of
i Runoff Depth>3.02"
Tc- 5.0 (nin
CN -_78
-
--i- - i - - r --
r
2 4 6 8 10 12 14 16 18 20 22 24
Time (hours)

2017.05.16 Johnson Concrete Existing Routing Type // 24 -hr 10 -year Rainfall=5.38"
Prepared by Underfoot Engineering Printed 5/18/2017
HydroCAD® 10.00 s/n 07811 © 2013 HydroCAD Software Solutions LLC Paqe 24
Summary for Subcatchment 2 -PRE: DA #2 -PRE
Runoff = 37.16 cfs @ 12.01 hrs, Volume= 2.353 af, Depth> 5.13"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10 -year Rainfall=5.38"
Area (ac) CN Description
5.500 98 Composite - Assumed
5.500 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 2 -PRE: DA #2 -PRE
Hydrograph
40 , 37.16 cfs 1 El Runoff
35 -i 11Type II 24 -hr
'10 wear Rainfall -5.38
30 Runoff Area -5.500 ac
25 Rynoff Volyme 2.353 of
t - - I- - -I-Ru-nofflDepth>5.13" -
0 20 Tc -10.0 min
" 15
CN --98
10
-1 - - L - -1- - -1 - - L - -
2 4 6 8 10 12 14 16 18 20 22 24
Time (hours)

2017.05.16 Johnson Concrete Existing Routing Type // 24 -hr 10 -year Rainfall=5.38"
Prepared by Underfoot Engineering Printed 5/18/2017
HydroCAD® 10.00 s/n 07811 © 2013 HydroCAD Software Solutions LLC Paqe 25
Summary for Subcatchment 3 -PRE: DA #3 -PRE
Runoff = 16.63 cfs @ 12.01 hrs, Volume= 0.953 af, Depth> 4.23"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10 -year Rainfall=5.38"
Area (ac) CN Description
2.700 90 Composite - Assumed
2.700 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
W-01
1
14
Subcatchment 3 -PRE: DA #3 -PRE
Hydrograph
----- 16.63 cfs '�- -�
❑ Runoff
-,Type 11 24 -hr-
-I-
4 -h r-
1 ' L X10 -year Rainfall -5.38"-
12
,- 10
0 8
LL
6
Runoff Area -2.700 ac _
Runoff Volume -0.953 of
Runoff Depth>4.23"
TCO 0.0 ll�nin
-- ,--- -- ; -CN=90
2 4 6 8 10 12 14 16 18 20 22 24
Time (hours)

2017.05.16 Johnson Concrete Existing Routing Type // 24 -hr 10 -year Rainfall=5.38"
Prepared by Underfoot Engineering Printed 5/18/2017
HydroCAD® 10.00 s/n 07811 © 2013 HydroCAD Software Solutions LLC Paqe 26
Summary for Subcatchment 4 -PRE: DA #4 -PRE
Runoff = 16.01 cfs @ 12.01 hrs, Volume= 0.918 af, Depth> 4.23"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10 -year Rainfall=5.38"
Area (ac) CN Description
2.600 90 Composite - Assumed
2.600 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 4 -PRE: DA #4 -PRE
1
14-
12--/
.� 10
0 8
I.
LL
Hydrograph
16.01 CfS ❑ Runoff
,Type II 24 -hr
10 -year Rainfall -5.38"
Runoff Area -2.600 ac
-R�no#f V-o�me-0.918 af
-Runoff i DepthA.23"_
Tc=� 0.0 ll(nin
----------------
10 12 14 16 18 20 22 24
Time (hours)

2017.05.16 Johnson Concrete Existing Routing Type // 24 -hr 10 -year Rainfall=5.38"
Prepared by Underfoot Engineering Printed 5/18/2017
HydroCAD® 10.00 s/n 07811 © 2013 HydroCAD Software Solutions LLC Pacie 27
Summary for Subcatchment 5 -PRE: DA #5 -PRE
Runoff = 11.44 cfs @ 12.02 hrs, Volume= 0.617 af, Depth> 2.32"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10 -year Rainfall=5.38"
Area (ac) CN Description
3.200 70 Composite - Assumed
3.200 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
12
11
10
9
8
7
0 6
LL 5
Subcatchment 5 -PRE: DA #5 -PRE
Hydrograph
11.44 cfs -
- - - - ; - -,Type 112*=hr-
110-ydar Rainfall=5 38"
Runoff Area=3.200 ac
Runoff Volume=0.617 of _
Runoff Depth>2.32"-
Tc=10.0 min-
CN=70 -
2 4 6 8 10 12 14 16 18 20 22 24
Time (hours)
❑ Runoff
-I - -
3
2.
-----------L
1
2 4 6 8 10 12 14 16 18 20 22 24
Time (hours)
❑ Runoff

2017.05.16 Johnson Concrete Existing Routing Type // 24 -hr 10 -year Rainfall=5.38"
Prepared by Underfoot Engineering Printed 5/18/2017
HydroCAD® 10.00 s/n 07811 © 2013 HydroCAD Software Solutions LLC Paqe 28
Summary for Subcatchment 6 -PRE: DA #6 -PRE
Runoff = 20.83 cfs @ 12.07 hrs, Volume= 1.360 af, Depth> 3.71"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10 -year Rainfall=5.38"
Area (ac) CN Description
4.400 85 Composite - Assumed
4.400 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.0 Direct Entry,
22
20
18
16
14
12
3
10
U-
8
Subcatchment 6 -PRE: DA #6 -PRE
Hydrograph
-------- 20.83 cfs I - -
- - L - -,Type 11 24-hr-
10-year
4-hr-
10-year Rainfall -5.38"
;Runoff Area=4.400-ac
-R-uno`ff Volume 1-360 caf-
i Runoff Depth>3.71"
Tc=15.0 (nin
--------------
2 4 6 8 10 12 14 16 18 20 22 24
Time (hours)
❑ Runoff
i
- - L - -,Type 11 24-hr-
10-year
4-hr-
10-year Rainfall -5.38"
;Runoff Area=4.400-ac
-R-uno`ff Volume 1-360 caf-
i Runoff Depth>3.71"
Tc=15.0 (nin
--------------
2 4 6 8 10 12 14 16 18 20 22 24
Time (hours)
❑ Runoff

2017.05.16 Johnson Concrete Existing Routing Type 1124 -hr 10 -year Rainfall=5.38"
Prepared by Underfoot Engineering Printed 5/18/2017
HydroCAD® 10.00 s/n 07811 @2013 HydroCAD Software Solutions LLC Page 29
Summary for Reach 1 -PIPE: EX PIPE
Inflow Area = 17.500 ac, 0.00% Impervious, Inflow Depth > 3.00" for 10 -year event
Inflow = 50.18 cfs @ 12.29 hrs, Volume= 4.377 of
Outflow = 50.09 cfs @ 12.31 hrs, Volume= 4.372 af, Atten= 0%, Lag= 1.5 min
Routing by Stor-Ind+Trans method, Time Span= 1.00-24.00 hrs, dt= 0.01 hrs
Max. Velocity= 6.93 fps, Min. Travel Time= 0.8 min
Avg. Velocity = 2.29 fps, Avg. Travel Time= 2.5 min
Peak Storage= 2,457 cf @ 12.30 hrs
Average Depth at Peak Storage= 1.92' above invert (1.25' above fill)
Bank -Full Depth= 3.00' above invert (2.33' above fill) Flow Area= 11.8 sf, Capacity= 78.00 cfs
A factor of 2.00 has been applied to the storage and discharge capacity
36.0" Round Pipe w/ 8.0" inside fill
n= 0.013
Length= 340.0' Slope= 0.0059 '/' (101 Elevation Intervals)
Inlet Invert= 646.35', Outlet Invert= 644.36'
5
5
4
4
_n 3
03
G
o 2
_
U_ 2
1
1
Reach 1 -PIPE: EX PIPE
Hydrograph
50.09 CfS Inflow Area=17.500 ac
Avg. Flow Depth=1.25'
Max Vel=6.93 fps
36.0„
Round Pipe
w/ 8.0" inside fill x 2.00
n=0.013
L=340.0'
S=0.0059 'i'
Capacity=78.00 cfs
2 4 6 8 10 12 14 16 18 20 22 24
Time (hours)
❑ Inflow
❑ Outflow

2017.05.16 Johnson Concrete Existing Routing Type // 24 -hr 10 -year Rainfall=5.38"
Prepared by Underfoot Engineering Printed 5/18/2017
HydroCAD® 10.00 s/n 07811 © 2013 HydroCAD Software Solutions LLC Paqe 30
Summary for Reach 1-STR: EX STREAM
Inflow Area = 17.500 ac, 0.00% Impervious, Inflow Depth > 3.02" for 10 -year event
Inflow = 51.86 cfs @ 12.19 hrs, Volume= 4.400 of
Outflow = 50.18 cfs @ 12.29 hrs, Volume= 4.377 af, Atten= 3%, Lag= 6.1 min
Routing by Stor-Ind+Trans method, Time Span= 1.00-24.00 hrs, dt= 0.01 hrs
Max. Velocity= 1.03 fps, Min. Travel Time= 3.7 min
Avg. Velocity = 0.32 fps, Avg. Travel Time= 11.9 min
Peak Storage= 11,221 cf @ 12.23 hrs
Average Depth at Peak Storage= 3.21'
Bank -Full Depth= 6.00' Flow Area= 108.0 sf, Capacity= 152.65 cfs
12.00' x 6.00' deep channel, n= 0.500
Side Slope Z -value= 1.07' Top Width= 24.00'
Length= 230.0' Slope= 0.0391 '/'
Inlet Invert= 655.00', Outlet Invert= 646.00'
1 11 .
1 V010jAvg. Flow 'Depth=3.21'
0% 1 •
1 0 p, 1 1 1
�1%'L=230.0'
S=01.0391
20 1 /20
i Capacity=152.65
2 4 6 8 10 12 14 16 18 20 22 24
Time (hours)
Inflow
❑ Outflow

2017.05.16 Johnson Concrete Existing Routing Type // 24 -hr 10 -year Rainfall=5.38"
Prepared by Underfoot Engineering Printed 5/18/2017
HydroCAD® 10.00 s/n 07811 © 2013 HydroCAD Software Solutions LLC Page 31
Summary for Pond EX. POND: EXISTING POND
Inflow Area = 31.500 ac, 17.46% Impervious, Inflow Depth > 3.51" for 10 -year event
Inflow = 93.34 cfs @ 12.02 hrs, Volume= 9.212 of
Outflow = 36.41 cfs @ 12.55 hrs, Volume= 7.397 af, Atten= 61 %, Lag= 31.8 min
Primary = 36.41 cfs @ 12.55 hrs, Volume= 7.397 of
Routing by Stor-Ind method, Time Span= 1.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 647.29' @ 12.55 hrs Surf.Area= 70,472 sf Storage= 175,361 cf
Plug -Flow detention time= 170.5 min calculated for 7.397 of (80% of inflow)
Center -of -Mass det. time= 89.9 min ( 897.2 - 807.3 )
Volume Invert Avail.Storage Storage Description
#1 644.00' 310,300 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
644.00 40,000 0 0
645.00 44,950 42,475 42,475
646.00 56,645 50,798 93,273
647.00 67,765 62,205 155,478
648.00 77,175 72,470 227,948
649.00 87,530 82,353 310,300
Device Routing Invert Outlet Devices
#1 Primary 645.33' 48.0" Round Culvert
L= 96.0' RCP, groove end projecting, Ke= 0.200
Inlet / Outlet Invert= 645.33'/ 636.03' S= 0.09697' Cc= 0.900
n= 0.013, Flow Area= 12.57 sf
Primary OutFlow Max=36.40 cfs @ 12.55 hrs HW=647.29' (Free Discharge)
L1=Culvert (Inlet Controls 36.40 cfs @ 5.95 fps)

2017.05.16 Johnson Concrete Existing Routing Type // 24 -hr 10 -year Rainfall=5.38"
Prepared by Underfoot Engineering Printed 5/18/2017
HydroCAD® 10.00 s/n 07811 © 2013 HydroCAD Software Solutions LLC Paqe 32
93.34 cfs
11lnf • Arep'-=_31,500 ac
'1
•Stol
I
rage= 17�,361_cf
1-48-.0-
-Round-,culvert
1
z
.1 ' • •
1 0 1 -
6 i
'1 i
1 0 0•.•
1
❑ Inflow
❑ Primary

2017.05.16 Johnson Concrete Existing Routing Type // 24 -hr 25 -year Rainfall=6.41 "
Prepared by Underfoot Engineering Printed 5/18/2017
HydroCAD® 10.00 s/n 07811 © 2013 HydroCAD Software Solutions LLC Paqe 33
Summary for Subcatchment 1 -PRE: DA #1 -PRE
Runoff = 67.25 cfs @ 12.19 hrs, Volume= 5.715 af, Depth> 3.92"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 25 -year Rainfall=6.41"
Area (ac) CN Description
17.500 78 Composite - Assumed
17.500 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
25.0 Direct Entry,
7
6
5
" 4
0
3
2
1
Subcatchment 1 -PRE: DA #1 -PRE
Hydrograph
67.25cfs I - f�
,Type II 24 -hr
25 -year Rainfall -6!41"
- Runoff Area=17.500 ac
RI
noff Volume -5.715 af
Runoff Depth>3.92"
Tc -25.0 min-
CN=78
2 4 6 8 10 12 14 16 18 20 22 24
Time (hours)
❑ Runoff

2017.05.16 Johnson Concrete Existing Routing Type // 24 -hr 25 -year Rainfall=6.41 "
Prepared by Underfoot Engineering Printed 5/18/2017
HydroCAD® 10.00 s/n 07811 © 2013 HydroCAD Software Solutions LLC Paqe 34
Summary for Subcatchment 2 -PRE: DA #2 -PRE
Runoff = 44.33 cfs @ 12.01 hrs, Volume= 2.823 af, Depth> 6.16"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 25 -year Rainfall=6.41"
Area (ac) CN Description
5.500 98 Composite - Assumed
5.500 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
451 t
Subcatchment 2 -PRE: DA #2 -PRE
Hydrograph
44.33 cfs - - - I
40
35
T
301
" 25
--------
_0 20
15
10
r
I I
ITyp4 1124 -hr
25-yoar Rainf611=6.41"
Runoff Area -5.500 ac
Rynoff Volyme 2.823 of
- -Runoff lDep1h>6.16"
Tc-_� 0.0 min-
-4 -CN=98
I I I
I I I
2 4 6 8 10 12 14 16 18 20 22 24
Time (hours)
❑ Runoff

2017.05.16 Johnson Concrete Existing Routing Type // 24 -hr 25 -year Rainfall=6.41 "
Prepared by Underfoot Engineering Printed 5/18/2017
HydroCAD® 10.00 s/n 07811 © 2013 HydroCAD Software Solutions LLC Paqe 35
Summary for Subcatchment 3 -PRE: DA #3 -PRE
Runoff = 20.29 cfs @ 12.01 hrs, Volume= 1.178 af, Depth> 5.24"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 25 -year Rainfall=6.41"
Area (ac) CN Description
2.700 90 Composite - Assumed
2.700 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
22
20
18
16
14
12
_0 10
LL 8
Subcatchment 3 -PRE: DA #3 -PRE
Hydrograph
20.29 cfs
Typq II 2 -hr
25-ydar RainfAll-6!41"
Runoff Area -2.700 ac
Runoff Volpme=1_178 af
Runoff Depth>5.24"
- - --'Tc_10.0 �nin_
M-40
rt
2 4 6 8 10 12 14 16 18 20 22 24
Time (hours)
❑ Runoff
rt
Typq II 2 -hr
25-ydar RainfAll-6!41"
Runoff Area -2.700 ac
Runoff Volpme=1_178 af
Runoff Depth>5.24"
- - --'Tc_10.0 �nin_
M-40
rt
2 4 6 8 10 12 14 16 18 20 22 24
Time (hours)
❑ Runoff

2017.05.16 Johnson Concrete Existing Routing Type // 24 -hr 25 -year Rainfall=6.41 "
Prepared by Underfoot Engineering Printed 5/18/2017
HydroCAD® 10.00 s/n 07811 © 2013 HydroCAD Software Solutions LLC Paqe 36
Summary for Subcatchment 4 -PRE: DA #4 -PRE
Runoff = 19.54 cfs @ 12.01 hrs, Volume= 1.134 af, Depth> 5.24"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 25 -year Rainfall=6.41"
Area (ac) CN Description
2.600 90 Composite - Assumed
2.600 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 4 -PRE: DA #4 -PRE
Hydrograph
19.54 cfs - -
20
18
16-
14-1
12
!
0 10
— --
LL
8
6
A
- - - - --IlType II 24 -hr-
-125 -year Rainfall=6.4
Runoff Area -2.600 ac
Runoff Volume -1,134 of _
Runoff. Depth>5.24"
� ,
Tc -1 0.0 hnin
CN�90
_I_ _ 7 F _
2 4 6 8 10 12 14 16 18 20 22 24
Time (hours)
❑ Runoff

2017.05.16 Johnson Concrete Existing Routing Type // 24 -hr 25 -year Rainfall=6.41 "
Prepared by Underfoot Engineering Printed 5/18/2017
HydroCAD® 10.00 s/n 07811 © 2013 HydroCAD Software Solutions LLC Pacie 37
Summary for Subcatchment 5 -PRE: DA #5 -PRE
Runoff = 15.47 cfs @ 12.02 hrs, Volume= 0.833 af, Depth> 3.13"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 25 -year Rainfall=6.41"
Area (ac) CN Description
3.200 70 Composite - Assumed
3.200 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 5 -PRE: DA #5 -PRE
Hydrograph
15.47CfS ---- I -- El Runoff
16
Type II 24 -hr
14 25-y6ar Rainfall -6!41"
12 Runoff Area -3.200 ac
10 Runoff -Volume -0.833 of
-i Runoff Depfh>3.13"
8
�°, ----L- - Tc-j0.0(nin
6 CN_70
4-
2 4 6 8 10 12 14 16 18 20 22 24
Time (hours)

2017.05.16 Johnson Concrete Existing Routing Type // 24 -hr 25 -year Rainfall=6.41 "
Prepared by Underfoot Engineering Printed 5/18/2017
HydroCAD® 10.00 s/n 07811 © 2013 HydroCAD Software Solutions LLC Paqe 38
Summary for Subcatchment 6 -PRE: DA #6 -PRE
Runoff = 26.00 cfs @ 12.07 hrs, Volume= 1.714 af, Depth> 4.68"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 25 -year Rainfall=6.41"
Area (ac) CN Description
4.400 85 Composite - Assumed
4.400 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.0 Direct Entry,
Subcatchment 6 -PRE: DA #6 -PRE
Hydrograph
26.00 CfS ❑ Runoff
- -, Type 1124-h r
25
25 -year Rainfall=6.41"
20 -I Runoff Areaac
Runoff Volume='1.714 of
15 Runoff Depth>4.68"
_o Tc=15.0 ll(nin
" 10 M--85
2 4 6 8 10 12 14 16 18 20 22 24
Time (hours)

2017.05.16 Johnson Concrete Existing Routing Type 11 24 -hr 25 -year Rainfall=6.41 "
Prepared by Underfoot Engineering Printed 5/18/2017
HydroCAD® 10.00 s/n 07811 @2013 HydroCAD Software Solutions LLC Page 39
Summary for Reach 1 -PIPE: EX PIPE
Inflow Area = 17.500 ac, 0.00% Impervious, Inflow Depth > 3.90" for 25 -year event
Inflow = 65.38 cfs @ 12.28 hrs, Volume= 5.688 of
Outflow = 65.25 cfs @ 12.30 hrs, Volume= 5.682 af, Atten= 0%, Lag= 1.4 min
Routing by Stor-Ind+Trans method, Time Span= 1.00-24.00 hrs, dt= 0.01 hrs
Max. Velocity= 7.35 fps, Min. Travel Time= 0.8 min
Avg. Velocity = 2.45 fps, Avg. Travel Time= 2.3 min
Peak Storage= 3,020 cf @ 12.29 hrs
Average Depth at Peak Storage= 2.22' above invert (1.55' above fill)
Bank -Full Depth= 3.00' above invert (2.33' above fill) Flow Area= 11.8 sf, Capacity= 78.00 cfs
A factor of 2.00 has been applied to the storage and discharge capacity
36.0" Round Pipe w/ 8.0" inside fill
n= 0.013
Length= 340.0' Slope= 0.0059 '/' (101 Elevation Intervals)
Inlet Invert= 646.35', Outlet Invert= 644.36'
60m
50�
N
0 40'
30
�°
20
10
Reach 1 -PIPE: EX PIPE
Hydrograph
Inflow1ac
1
Avg. Flow -•
Max Vel=7.35 fps
Round- e • -
1 • - fill x 2.00
j%1L=340.0'
S=0.0059
... 11 cfs
2 4 6 8 10 12 14 16 18 20 22 24
Time (hours)
❑ Inflow
❑ Outflow

2017.05.16 Johnson Concrete Existing Routing Type // 24 -hr 25 -year Rainfall=6.41 "
Prepared by Underfoot Engineering Printed 5/18/2017
HydroCAD® 10.00 s/n 07811 © 2013 HydroCAD Software Solutions LLC Paqe 40
Summary for Reach 1-STR: EX STREAM
Inflow Area = 17.500 ac, 0.00% Impervious, Inflow Depth > 3.92" for 25 -year event
Inflow = 67.25 cfs @ 12.19 hrs, Volume= 5.715 of
Outflow = 65.38 cfs @ 12.28 hrs, Volume= 5.688 af, Atten= 3%, Lag= 5.6 min
Routing by Stor-Ind+Trans method, Time Span= 1.00-24.00 hrs, dt= 0.01 hrs
Max. Velocity= 1.11 fps, Min. Travel Time= 3.4 min
Avg. Velocity = 0.35 fps, Avg. Travel Time= 11.1 min
Peak Storage= 13,516 cf @ 12.22 hrs
Average Depth at Peak Storage= 3.73'
Bank -Full Depth= 6.00' Flow Area= 108.0 sf, Capacity= 152.65 cfs
12.00' x 6.00' deep channel, n= 0.500
Side Slope Z -value= 1.07' Top Width= 24.00'
Length= 230.0' Slope= 0.0391 '/'
Inlet Invert= 655.00', Outlet Invert= 646.00'
Reach 1-STR: EX STREAM
Hydrograph
70 65.38 ds flovy_ Arga=17.50q ac
60 Arg. Flow 'Depth=3.73'
Flax-Ve1=1.11 lips
50 _ n=0.500
40 4=230.0'
S=00391
M 307 Capacity=152.65 cfs
20
10
2 4 6 8 10 12 14 16 18 20 22 24
Time (hours)
Inflow
❑ Outflow

2017.05.16 Johnson Concrete Existing Routing Type 11 24 -hr 25 -year Rainfall=6.41 "
Prepared by Underfoot Engineering Printed 5/18/2017
HydroCAD® 10.00 s/n 07811 @2013 HydroCAD Software Solutions LLC Paae 41
Summary for Pond EX. POND: EXISTING POND
Inflow Area = 31.500 ac, 17.46% Impervious, Inflow Depth > 4.44" for 25 -year event
Inflow = 117.62 cfs @ 12.02 hrs, Volume= 11.651 of
Outflow = 52.29 cfs @ 12.51 hrs, Volume= 9.784 af, Atten= 56%, Lag= 28.9 min
Primary = 52.29 cfs @ 12.51 hrs, Volume= 9.784 of
Routing by Stor-Ind method, Time Span= 1.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 647.74' @ 12.51 hrs Surf.Area= 74,734 sf Storage= 208,245 cf
Plug -Flow detention time= 151.7 min calculated for 9.784 of (84% of inflow)
Center -of -Mass det. time= 81.2 min ( 883.7 - 802.6 )
Volume Invert Avail.Storage Storage Description
#1 644.00' 310,300 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
644.00 40,000 0 0
645.00 44,950 42,475 42,475
646.00 56,645 50,798 93,273
647.00 67,765 62,205 155,478
648.00 77,175 72,470 227,948
649.00 87,530 82,353 310,300
Device Routina Invert Outlet Devices
#1 Primary 645.33' 48.0" Round Culvert
L= 96.0' RCP, groove end projecting, Ke= 0.200
Inlet/ Outlet Invert= 645.33'/ 636.03' S=0.0969'/' Cc= 0.900
n= 0.013, Flow Area= 12.57 sf
Primary OutFlow Max=52.29 cfs @ 12.51 hrs HW=647.74' (Free Discharge)
L1=Culvert (Inlet Controls 52.29 cfs @ 6.61 fps)

2017.05.16 Johnson Concrete Existing Routing Type 11 24 -hr 25 -year Rainfall=6.41 "
Prepared by Underfoot Engineering Printed 5/18/2017
HydroCAD® 10.00 s/n 07811 © 2013 HydroCAD Software Solutions LLC Paqe 42
Pond EX. POND: EXISTING POND
Hydrograph
+ ❑ Inflow
130 117.62 cfs - -
- Inflow Ares 31 500; -ac ❑Primary
120 �- - �_ �•
110---I--Ir--I --r- --1- PeakElev�647!74'
100 4-Ik4" -
Sto,ragp-20,24 cf
90 - - - - - - - - - - - -----
---I - I - 48.0IV
80
70 oto u rid-1Cu lvert
60 I ; L - 52.29 cfs - L -,=0. 13 -
50-_
40T--,--T-------,S-0'0969'%'
30 4-1 - -� �------
20 -
10
0
2 4 6 8 10 12 14 16 18 20 22 24
Time (hours)

2017.05.16 Johnson Concrete Existing Routing Type Il 24 -hr 100 -year Rainfall=8.00"
Prepared by Underfoot Engineering Printed 5/18/2017
HydroCAD® 10.00 s/n 07811 © 2013 HydroCAD Software Solutions LLC Paqe 43
Summary for Subcatchment 1 -PRE: DA #1 -PRE
Runoff = 91.42 cfs @ 12.19 hrs, Volume= 7.816 af, Depth> 5.36"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 100 -year Rainfall=8.00"
Area (ac) CN Description
17.500 78 Composite - Assumed
17.500 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
25.0 Direct Entry,
Subcatchment 1 -PRE: DA #1 -PRE
Hydrograph
100-fT 91.42 cfs
90
80
70
60
3 50
40
30
20
10
0
Type II 24 -hr
100 -year Rainfall -8.00"-
fiunbffArea =17.500 ac
- -Runoff Volume -77.816 at
Rbnoff Depth>5.36"
I Tc -25.0 min
I - CN_78
2 4 6 8 10 12 14 16 18 20 22 24
Time (hours)
❑ Runoff

2017.05.16 Johnson Concrete Existing Routing Type Il 24 -hr 100 -year Rainfall=8.00"
Prepared by Underfoot Engineering Printed 5/18/2017
HydroCAD® 10.00 s/n 07811 © 2013 HydroCAD Software Solutions LLC Paqe 44
Summary for Subcatchment 2 -PRE: DA #2 -PRE
Runoff = 55.40 cfs @ 12.01 hrs, Volume= 3.549 af, Depth> 7.74"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 100 -year Rainfall=8.00"
Area (ac) CN Description
5.500 98 Composite - Assumed
5.500 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
6
5
5
4
4
3
3 3
0 2
2
1
1
Subcatchment 2 -PRE: DA #2 -PRE
Hydrograph
55.40 cfs
Ty
pe -hr
M _ydar Rainfall -8.00" _
_fRunoff Area-5.504-ac-
41ynoff-V-ol�' me -3.549 af-
--Runoff i Depth>7.74"
Tcz_� 4.4 in in
--; ---- -CN=98
2 4 6 8 10 12 14 16 18 20 22 24
Time (hours)
❑ Runoff

2017.05.16 Johnson Concrete Existing Routing Type Il 24 -hr 100 -year Rainfall=8.00"
Prepared by Underfoot Engineering Printed 5/18/2017
HydroCAD® 10.00 s/n 07811 © 2013 HydroCAD Software Solutions LLC Paqe 45
Summary for Subcatchment 3 -PRE: DA #3 -PRE
Runoff = 25.90 cfs @ 12.01 hrs, Volume= 1.528 af, Depth> 6.79"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 100 -year Rainfall=8.00"
Area (ac) CN Description
2.700 90 Composite - Assumed
2.700 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
2
20
3 15
0
F
10
2 4
Subcatchment 3 -PRE: DA #3 -PRE
Hydrograph
0 =1M 0
i
•-
,Runoffr Rainfall=8.00"
j�.
�I Runoff•
1 Runoff-• •
0.0
.0
--------------
/Pno;
6 8 10 12 14 16 18 20 22 24
Time (hours)

2017.05.16 Johnson Concrete Existing Routing Type Il 24 -hr 100 -year Rainfall=8.00"
Prepared by Underfoot Engineering Printed 5/18/2017
HydroCAD® 10.00 s/n 07811 © 2013 HydroCAD Software Solutions LLC Paqe 46
Summary for Subcatchment 4 -PRE: DA #4 -PRE
Runoff = 24.94 cfs @ 12.01 hrs, Volume= 1.472 af, Depth> 6.79"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 100 -year Rainfall=8.00"
Area (ac) CN Description
2.600 90 Composite - Assumed
2.600 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
26
24
22
20
if:
16
3 14
0 12
" 10
Subcatchment 4 -PRE: DA #4 -PRE
Hydrograph
_F
t
- - - - I I Type 112*- r-
---------------
100 cedar Rainf�11=8.00
Runoff Area -2.600 ac
Runoff Volume 1.472 of
Runoff Depth>6.79"-
Tc- 0.0 min_
-! --! --'--! -CN=90-
2 4 6 8 10 12 14 16 18 20 22 24
Time (hours)
0 Runoff

2017.05.16 Johnson Concrete Existing Routing Type Il 24 -hr 100 -year Rainfall=8.00"
Prepared by Underfoot Engineering Printed 5/18/2017
HydroCAD® 10.00 s/n 07811 © 2013 HydroCAD Software Solutions LLC Paqe 47
Summary for Subcatchment 5 -PRE: DA #5 -PRE
Runoff = 21.94 cfs @ 12.02 hrs, Volume= 1.187 af, Depth> 4.45'
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 100 -year Rainfall=8.00"
Area (ac) CN Description
3.200 70 Composite - Assumed
3.200 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
24
22
20
18
16
14
3 12
: 10
Subcatchment 5 -PRE: DA #5 -PRE
Hydrograph
21.94 cfs
t
-r
-4 Type 11 2�- hr
100 -year Rainfall -8.00"
Runoff Area= -1-200 ac
Runoff Volume 1 X187 of
Runoff DepthA.45"_
-' Tc- l0.0 min-
--;-----i-CN--70
-4,
2 4 6 8 10 12 14 16 18 20 22 24
Time (hours)
❑ Runoff

2017.05.16 Johnson Concrete Existing Routing Type Il 24 -hr 100 -year Rainfall=8.00"
Prepared by Underfoot Engineering Printed 5/18/2017
HydroCAD® 10.00 s/n 07811 © 2013 HydroCAD Software Solutions LLC Paqe 48
Summary for Subcatchment 6 -PRE: DA #6 -PRE
Runoff = 33.96 cfs @ 12.06 hrs, Volume= 2.271 af, Depth> 6.19"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 100 -year Rainfall=8.00"
Area (ac) CN Description
4.400 85 Composite - Assumed
4.400 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.0 Direct Entry,
Subcatchment 6 -PRE: DA #6 -PRE
Hydrograph
33.96cfs I --I---�--�---
�5
30
T1
rt F
^ 25-
520o
20-
0
� 15
7�
10
Typo II 24 -hr
100 -year Rainfall=8.00"
Runoff Area=4�0a-ac
Runoff Volkime=2.271 of
Runoff Depth>6.19"
-' Tc=15.a twin
CN=85
2 4 6 8 10 12 14 16 18 20 22 24
Time (hours)
❑ Runoff

2017.05.16 Johnson Concrete Existing Routing Type Il 24 -hr 100 -year Rainfall=8.00"
Prepared by Underfoot Engineering Printed 5/18/2017
HydroCAD® 10.00 s/n 07811 © 2013 HydroCAD Software Solutions LLC Pacie 49
Summary for Reach 1 -PIPE: EX PIPE
Inflow Area = 17.500 ac, 0.00% Impervious, Inflow Depth > 5.34" for 100 -year event
Inflow = 89.29 cfs @ 12.27 hrs, Volume= 7.784 of
Outflow = 83.78 cfs @ 12.24 hrs, Volume= 7.777 af, Atten= 6%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 1.00-24.00 hrs, dt= 0.01 hrs
Max. Velocity= 7.50 fps, Min. Travel Time= 0.8 min
Avg. Velocity = 2.65 fps, Avg. Travel Time= 2.1 min
Peak Storage= 4,011 cf @ 12.24 hrs
Average Depth at Peak Storage= 3.00' above invert (2.33' above fill)
Bank -Full Depth= 3.00' above invert (2.33' above fill) Flow Area= 11.8 sf, Capacity= 78.00 cfs
A factor of 2.00 has been applied to the storage and discharge capacity
36.0" Round Pipe w/ 8.0" inside fill
n= 0.013
Length= 340.0' Slope= 0.0059 '/' (101 Elevation Intervals)
Inlet Invert= 646.35', Outlet Invert= 644.36'
100:-
90
80
70--:-
_
607-
050
50"--
_0 40
30-1
20 -
10
0
2
4 6 8
Reach 1 -PIPE: EX PIPE
Hydrograph
10 12 14 16 18 20 22 24
Time (hours)
M Inflow
❑ Outflow

2017.05.16 Johnson Concrete Existing Routing Type Il 24 -hr 100 -year Rainfall=8.00"
Prepared by Underfoot Engineering Printed 5/18/2017
HydroCAD® 10.00 s/n 07811 © 2013 HydroCAD Software Solutions LLC Paqe 50
Summary for Reach 1-STR: EX STREAM
Inflow Area = 17.500 ac, 0.00% Impervious, Inflow Depth > 5.36" for 100 -year event
Inflow = 91.42 cfs @ 12.19 hrs, Volume= 7.816 of
Outflow = 89.29 cfs @ 12.27 hrs, Volume= 7.784 af, Atten= 2%, Lag= 5.0 min
Routing by Stor-Ind+Trans method, Time Span= 1.00-24.00 hrs, dt= 0.01 hrs
Max. Velocity= 1.22 fps, Min. Travel Time= 3.1 min
Avg. Velocity = 0.38 fps, Avg. Travel Time= 10.2 min
Peak Storage= 16,871 cf @ 12.22 hrs
Average Depth at Peak Storage= 4.46'
Bank -Full Depth= 6.00' Flow Area= 108.0 sf, Capacity= 152.65 cfs
12.00' x 6.00' deep channel, n= 0.500
Side Slope Z -value= 1.07' Top Width= 24.00'
Length= 230.0' Slope= 0.0391 '/'
Inlet Invert= 655.00', Outlet Invert= 646.00'
100=
90-
80-:
70.
60
3 50=
40
30=
20
10
0
Reach 1-STR: EX STREAM
Hydrograph
89.29 cfs F f
4- 4-
flow, Area=1 1.500, ac
Avg. Flow Depth -4!46'
Max Vel= .22 fps
=(Y50-0
L=230.01
-' i'S-= 0703917'
Capacityr_t5-2:65 cfs
2 4 6 8 10 12 14 16 18 20 22 24
Time (hours)
Lj Inflow
El Outflow

2017.05.16 Johnson Concrete Existing Routing Type Il 24 -hr 100 -year Rainfall=8.00"
Prepared by Underfoot Engineering Printed 5/18/2017
HydroCAD® 10.00 s/n 07811 © 2013 HydroCAD Software Solutions LLC Page 51
Summary for Pond EX. POND: EXISTING POND
Inflow Area =
31.500 ac,
17.46% Impervious,
Inflow Depth > 5.91" for 100 -year event
Inflow =
156.07 cfs @
12.03 hrs, Volume=
15.514 of
Outflow =
76.06 cfs @
12.50 hrs, Volume=
13.574 af, Atten= 51 %, Lag= 28.6 min
Primary =
76.06 cfs @
12.50 hrs, Volume=
13.574 of
Routing by Stor-Ind method, Time Span= 1.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 648.37' @ 12.50 hrs Surf.Area= 81,014 sf Storage= 257,267 cf
Plug -Flow detention time= 132.6 min calculated for 13.568 of (87% of inflow)
Center -of -Mass det. time= 73.3 min ( 870.1 - 796.8 )
Volume Invert
#1 644.00'
Avail.Storage Storage Description
310,300 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(sq -ft)
(cubic -feet)
(cubic -feet)
644.00
40,000
0
0
645.00
44,950
42,475
42,475
646.00
56,645
50,798
93,273
647.00
67,765
62,205
155,478
648.00
77,175
72,470
227,948
649.00
87,530
82,353
310,300
Device Routinq Invert Outlet Devices
#1 Primary 645.33' 48.0" Round Culvert
L= 96.0' RCP, groove end projecting, Ke= 0.200
Inlet / Outlet Invert= 645.33'/ 636.03' S= 0.09697' Cc= 0.900
n= 0.013, Flow Area= 12.57 sf
Primary OutFlow Max=76.05 cfs @ 12.50 hrs HW=648.37' (Free Discharge)
L1=Culvert (Inlet Controls 76.05 cfs @ 7.42 fps)

2017.05.16 Johnson Concrete Existing Routing Type Il 24 -hr 100 -year Rainfall=8.00"
Prepared by Underfoot Engineering Printed 5/18/2017
HydroCAD® 10.00 s/n 07811 © 2013 HydroCAD Software Solutions LLC Paqe 52
Pond EX. POND: EXISTING POND
Hydrograph
156.07 cfs
160 Inflow Area=31.500_ac
140 - -
Peak Elev=648137'
Sto.rage=257,261 cf
120 fi,- -�--48-0"
100
76.06 cfs Roue Culvert
_0 80 T,- ��i1=0.013
60 _ _ _� iL=96.0'
S=0 0969
40
T-
20-
0
2 4 6 8 10 12 14 16 18 20 22 24
Time (hours)
❑ Inflow
❑ Primary

APPENDIX C
CONVEYANCE C ALCULAMNS

E
C
0
W
651
fi50.5
656
fi49.5
649
6485
646.5
64fi
64
645
6445
fi44
64
643
6425
fi42
6415
fi41
6465
640
fi39S
639
638.5
638
63
fi3>
636,
636
2017.05.16 Johnson Concrete.stsw
106-100 - 10 -Yr HGL
Label: Yl 106
Type: Catch Basin
ID: 763
-20 0 20 40 60 86 160 126 140 160 186 260 226 246 260 280 306 326 #0 360 380 466
Station (ft)
Bentley Systems, Inc. Haestad Methods Solution Bentley Storm CAD V8i (SELECTseries 3)
2017.05.16 Johnson Concrete.stsw Center [08.11.03.77]
5/18/2017 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown, CT 06795 USA [phone]

2017.05.16 Johnson Concrete.stsw
105-100 - 1 0 -Yr HGL
stali9"R
Bentley Systems, Inc. Haestad Methods Solution Bentley StormCAD V8i (SELECTseries 3)
2017.05.16 Johnson Concrete.stsw Center [08.11.03.77]
5/18/2017 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown, CT 06795 USA [phone]
Label: HW -105
Type: Catch Basin
Label: 105-103
Label: DI -103
ID: 707
Type: Conduit
Type: Catch Basirtabel. 103-102
JD_70�
ID'. 706 Type:.Conduil Label: Dl -10
--------"YpI
-
LZ09 TYCatch Basin
: ---- --.-_--ID: 705
Label : 102-101-
-
Type: Condu't
Label: .�
r
---
I
7 in
Type: Catch Basin
{
..:
.�
beCNW 100
La het:-iD blO
ype: Outfall
Type: CondoN—
a
tD: 757
stali9"R
Bentley Systems, Inc. Haestad Methods Solution Bentley StormCAD V8i (SELECTseries 3)
2017.05.16 Johnson Concrete.stsw Center [08.11.03.77]
5/18/2017 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown, CT 06795 USA [phone]

2017.05.16 Johnson Concrete.stsw
104-100 - 1 0 -Yr HGL
Label: HW 104 Label: DI -103
Type: Catch Basin LabeL 104-103 Type: Calch Basi
ID: 750 Type: Cond., label: 103-102 _
Bentley Systems, Inc. Haestad Methods Solution Bentley StormCAD V8i (SELECTseries 3)
2017.05.16 Johnson Concrete.stsw Center [08.11.03.77]
5/18/2017 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown, CT 06795 USA [phone]

2017.05.16 Johnson Concrete.stsw
Label Start Node Stop Node Upstream Inlet C Upstream Inlet System Intensity Diameter Material Length (User
Area (in/h) (in) Defined)
(acres) (ft)
DI -101
12.34
4.293
7.54
DI -102
4.308
2.06
DI -103
41.21
4.320
HW -105
41.21
4.387
HW -104
4.387
51.27
41.21
YI 106
646.35
644.34
8.07
206.86
5.720
82.42
0.021
643.60
HW 100
15.53
207.45
107.42
4.274
640.60
637.20
16.66
105-103
HW -105
DI -103
0.800
11.650
4.387
36.0
Concrete
340.1
103-102
DI -103
DI -102
0.950
0.300
4.320
48.0
Concrete
135.0
102-101
DI -102
DI -101
0.950
1.100
4.308
48.0
Concrete
163.0
104-103
HW -104
DI -103
0.800
11.650
4.387
36.0
Concrete
341.3
101-100
DI -101
HW 100
0.950
1.800
4.293
48.0
Concrete
116.0
106-102
YI106
DI -102
0.900
5.300
5.720
24.0
Concrete
107.0
Capacity (Full Flow) Flow (Captured) Flow Slope (Calculated) Invert (Start) Invert (Stop) Velocity
(ft3/s) (ft3/s) (ft3/s) (ft/ft) (ft) (ft) (ft/s)
Bentley StormCAD V8i (SELECTseries 3)
2017.05.16 Johnson Concrete.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.77]
5/18/2017 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203 Page 1 of 1
-755-1666
12.34
7.54
2.06
41.21
41.21
27.50
51.27
41.21
0.006
646.35
644.34
8.07
206.86
82.42
0.021
643.60
640.80
15.53
207.45
107.42
0.021
640.60
637.20
16.66
47.89
41.21
0.005
646.10
644.34
7.62
103.30
114.46
0.005
637.00
636.40
9.11
29.74
27.50
0.017
644.85
643.00
10.75
Bentley StormCAD V8i (SELECTseries 3)
2017.05.16 Johnson Concrete.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.77]
5/18/2017 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203 Page 1 of 1
-755-1666

SITE
M,
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REFERENCE: USDA, Soil Conservation Service; Soil Survey of Cabarrus County, North Carolina; dated 1988.
FIGURE NUMBER: 2 1 1988 SOIL SURVEY MAP I
PROJECT NUMBER: ENCH160010.00
SCALE: I"=2,000'
Piedmont Block Company
106 Old Davidson Place NW
Concord, North Carolina
Fns
Ell Di
6EM
4
nQ
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SITE
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REFERENCE: USDA, Soil Conservation Service; Soil Survey of Cabarrus County, North Carolina; dated 1988.
FIGURE NUMBER: 2 1 1988 SOIL SURVEY MAP I
PROJECT NUMBER: ENCH160010.00
SCALE: I"=2,000'
Piedmont Block Company
106 Old Davidson Place NW
Concord, North Carolina
Fns
Ell Di
6EM
4

Manufacturer of Lightweight Block and Concrete Pipe
August 16, 2016
Mr. Stephen C. Brown
The EI Group, Inc.
201 McCullough Drive, Suite 150
Charlotte, North Carolina 28262
RE: Piedmont Block Company - Storage Area Expansion
106 Old Davidson Place, NW
Concord, Cabarrus County, North Carolina 28025
Dear Mr. Brown,
As part of site development activities, we the undersigned hereby grant permission for The EI
Group, Inc. (EI) to act as our agent for the purpose of conducting wetlands/jurisdictional waters
assessment of the referenced property. We further grant pennission for EI to access the property
and to schedule site visits by Federal and State regulatory personnel, as necessary, for assessment
and/or permitting purposes.
Applicant
Name:
Firm: jcv,n %Uecpr-% 1f�Jc st��,rF�isDµo�+f S\x�c
Address: I U („ t,.," t a j^.4 &,CF- fJ vy
"J'-t,Q.._rQ C-ZLg2 Z'5—
Signature:
5
Signature:
Central Division
Piedmont Division
Eastern Division
Raeford Division
Lexington Division
PO Box 1037
106 Old Davidson P1, NW
PO Box 188
PO Box 685
514 Burgin Dr.
Salisbury, NC 28145
Concord, NC 28025
Willow Spring, NC 27592
Raeford. NC 28376
Lexington, NC 27292
704/636-5231
704/7864204
919/552-0233
910/875-8566
336/248-2918

June 17, 2016
Field Supervisor
U.S. Fish and Wildlife Service
Asheville Field Office
160 Zillicoa Street
Asheville, North Carolina 28801-1082
Re: Request for Potential Endangered Species Review
Johnson Concrete Company / Piedmont Block Company
106 Old Davidson Highway NW
Concord, Cabarrus County, North Carolina
EI Project: ENCH160008.00
Dear Sir:
SEI
As part of existing facility expansion plans, our client intents to fill a small pond (open water) located
on their property. Historically, the site has been developed as a concrete plant since the late 1970s.
Please advise if your office has any knowledge or records that any of the above-described properties
are listed as a known or potential endangered species location.
Attached is a USGS 7.5 minute series topographic map showing the location of the site. Please
include our specified project number ENCH160008.00 on your response to the address shown
below. If you have any questions, please contact us at 704-509-1777.
Your timely response is greatly appreciated.
Sincerely,
The EI Group, Inc.
Stephen C. Brown
Senior Project Manager
Attachment: USGS Topographic Map
201 McCullough Drive • Suite 150 • Charlotte, NC 28262 • Phone: [phone] • Fax: [phone] • www.eil.com

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REFERENCE: USGS Topographic Map; Concord, North Carolina Quadrangle; dated 1969 (photo -revised 1987). N
FIGURE NUMBER: 1 SITE LOCATION MAP
Piedmont Block Company „ PROJECTNUMBER: ENCH160010.00 106 Old Davidson Place NW
SCALE: 1,2,000' Concord, North Carolina

Piedmont Block — Storage Area Expansion
106 Old Davidson Place, NW
Concord, Cabarrus County, North Carolina
Existing Condition
The site is comprised of approximately 20.965 acres, bisected by a perineal unnamed tributary of Irish
Buffalo Creek which enters the site from the North Carolina Railroad Company property to the north.
The stream channel is impounded with an approximate 0.9875 -acre pond. An approximate 0.003 -acre
wetland adjoins the open water. Approximately 341 linear feet of stream channel is piped to a
discharge point at the northern end of the pond. Water from the pond is discharged from a pipe near
the top of the dam. The invert of the outlet pipe is perched 12 to 18 inches above the stream channel.
The remaining downstream channel of the pond had been impacted with broken concrete, brick and
masonry block debris in the channel and banks. There is little energy dissipation of water exiting the
pipe with apparent stream bank erosion in an off-site area, farther down the stream.
Block 18 Nature of Activity
Piedmont Block proposed to create the necessary storage area by filling the open water (pond) and
installing a pipe in the fill to connect the upstream and downstream portions of the channel. The fill will
be comprised of clean, soils and otherwise suitable engineer fill, imported to the site. Typical heavy
equipment will be used in the grading phase and also during the construction of the culvert system.
Construction details, including a stream diversion channel, are shown in the proposed Construction Plan
included in Section 7. Best management practices will be utilized so that water quality during and after
construction remains that same as pre -construction conditions.
Block 23 Description of Avoidance, Minimization and Compensation
In an attempt to avoid disturbances to jurisdictional areas, alternative were evaluated and described
below:
On -Site Alternatives
Alternative No. 1 - Other than the pond area, the Piedmont Block facility has no undeveloped areas
remaining on the property.
Alternative No. 2 - The only remaining On -Site alternative would result in a "No Build" situation.
Off -Site Alternatives
Alternative No.1— Expansion of the current facility to an adjoining property. The Piedmont Block
property is bound to the east by a Norfolk Southern railroad, to the southeast by US Highway 29, and to

the west and southwest by a mixture of private businesses and residential developments. An adjoining
property to the west and northwest is privately owned and planned for a roadway the will generally
parallel the Piedmont Block property.
Alternative No.2 — Acquire and develop a nearby property for storage. This is not a viable alternative as
according to the Standard, "Master Specifications, Section 04810 -Unit Masonry Assemblies, Part 2 -
Products, Paragraph 2.2 Concrete Masonry Units, once the blocks have been cast, they must not be
moved or otherwise disturbed for 21 days.
Alternative No.3 — Acquire a larger property within Piedmont Block existing market area to relocate the
casting plant. Estimated cost range from $6 million to $20 million to relocate the casting plant. In
addition, the estimated "down time" of approximately 12 to 18 months represent an additional
hardship, including the loss of market share that may not be recoverable.
Alternative No. 4 - The only remaining Off -Site alternative would result in a "No Build" situation.
Further Avoidance and Minimization
The project layout was designed to reduce impacts to jurisdictional areas, including a wing -wall in the
dam to reduce the length of stream piping. Erosion control measures will be implemented to protect
jurisdictional areas. The erosion control devices will be inspected daily during construction of the
impacts and immediately repaired, if necessary. The contractor will be instructed on the principal of
"avoidance and minimization", erosion control maintenance practices and conditions of the Permit. The
contractor will be provided a copy of the permit conditions.
Compensation and Other Mitigation
No compensation is proposed for the loss of the open water habitat as to do so would render the
project financially unfeasible.
However, the proposed project is a mitigation effort in that reconnecting the stream channels above
and below the existing pond should improve aquatic passage and biodiversity of species. The improved
stormwater management should improve the overall water quality in the habitat.

EDGE OF GRAVEL
STORAGE AREA / // // /
DRIVEWAY
00,
rn L�
/ I
/
SCALE: I" = 60'
SUBMITTAL: DRAWN BY: CHECKED BY: DATE:
1st SUBMITTAL TMB LML 2014.04.14
um - ° d
ENGINEERING
1 149 EXECUTIVE CIRCLE
CARY, NC 27511
P:919.576.9733 -BES 111-.17
'OSED a
1".RCP/R
3E F ASP hfALT /
DRI EWAY
IMPACT
LEGEND
OPEN
OPEN
WATER
LOCATION
IMPACT
WATER
STREAM
WETLAND
TYPE
IMPACT
IMPACT
IMPACT
A
OPEN WATER
43,016 SF
NA
NA
TOTAL
43,016 SF
NA
NA
SCALE: I" = 60'
SUBMITTAL: DRAWN BY: CHECKED BY: DATE:
1st SUBMITTAL TMB LML 2014.04.14
um - ° d
ENGINEERING
1 149 EXECUTIVE CIRCLE
CARY, NC 27511
P:919.576.9733 -BES 111-.17
'OSED a
1".RCP/R
3E F ASP hfALT /
DRI EWAY
IMPACT
LEGEND
PIEDMONT BLOCK -
STORAGE AREA EXPANSION 3 of 5
IMPACT MAPPING
CONCORD, NC
OPEN
WATER
STREAM
❑
WETLAND
PIEDMONT BLOCK -
STORAGE AREA EXPANSION 3 of 5
IMPACT MAPPING
CONCORD, NC

\ \ \ \ EDGE OF GRAVEL—/\\
\\ \ \ \ \ \ \ \ \ STORAGE AREA / \\ \
I\ \ I \ \ \ \ \ DRIVEWAY \
A \ \
\ \ \\ \ \ \ \ \ \
EDGE OF GRAVE\
\ \ \ \ \ \ \\ \ STORAGE AREA /
\ \\ \ \ \ \\\ \ DRIVEWAY'
\ PRbPOSE`D RIPF$AP \\ \ \
\ \ \ \ \ \\ \ \ PROPOSED f
\ \ \ 48" RCP I
0 0 o PR POSED
o \\ \ HEAQWA�L
33 LF TEMPORAR\\YY STREAM CHANNEL
\ IMPACT', CHANN TO\BE REGRADED TdI \
ORIGINAL GEOM RY AND ARMORED I /
WITH CL SSB RIP RAP (SSE
\ CONSTRU TION`PLAVS).
V II � I
SCALE: I" = 20'
SUBMITTAL: DRAWN BY: CHECKED BY: DATE:
1st SUBMITTAL TMB LML 2014.04.14
um - ° d
ENGINEERING
1 149 EXECUTIVE CIRCLE
CARY, NC 27511
P:919.576.9733 -BES 11 C-3847
IMPACT
LEGEND
Ll OPEN
WATER
STREAM
❑ WETLAND
PIEDMONT BLOCK -
STORAGE AREA EXPANSION 4 of 5
IMPACT MAPPING
CONCORD, NC ,
OPEN
LOCATION
IMPACT
WATER
STREAM
WETLAND
TYPE
IMPACT
IMPACT
IMPACT
B
STREAM
NA
33 LF
NA
TOTAL
NA
33 LF
NA
SCALE: I" = 20'
SUBMITTAL: DRAWN BY: CHECKED BY: DATE:
1st SUBMITTAL TMB LML 2014.04.14
um - ° d
ENGINEERING
1 149 EXECUTIVE CIRCLE
CARY, NC 27511
P:919.576.9733 -BES 11 C-3847
IMPACT
LEGEND
Ll OPEN
WATER
STREAM
❑ WETLAND
PIEDMONT BLOCK -
STORAGE AREA EXPANSION 4 of 5
IMPACT MAPPING
CONCORD, NC ,

SCALE: I" = 20'
SUBMITTAL: DRAWN BY: CHECKED BY: DATE:
1st SUBMITTAL TMB LML 2014.04.14
um - ° d
ENGINEERING
1 149 EXECUTIVE CIRCLE
CARY, NC 27511
P:919.576.9733 -BES 111-.47
1
I
OPEN
I
LOCATION
IMPACT
WATER
STREAM
WETLAND
TYPE
IMPACT
IMPACT
IMPACT
C
WETLAND
NA
NA
134 SF
TOTAL
NA
NA
134 SF
SCALE: I" = 20'
SUBMITTAL: DRAWN BY: CHECKED BY: DATE:
1st SUBMITTAL TMB LML 2014.04.14
um - ° d
ENGINEERING
1 149 EXECUTIVE CIRCLE
CARY, NC 27511
P:919.576.9733 -BES 111-.47
1
I
I I
I
I
I
I I
I
36„
II
I
I
l I
/
III
II
I
IMPACT
LEGEND
F7 OPEN
WATER
Im STREAM
❑ WETLAND
PIEDMONT BLOCK -
STORAGE AREA EXPANSION 5 of 5
IMPACT MAPPING
CONCORD, NC ,

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fNGINEER. LNG
1 149 EXEC UTI rTRCL`5
CARY, NC 27511
P:919.576.9733 INCBELS # C-3847
PIEDMONT BLOCK -
STORAGE AREA EXPANSION
IMPACT MAPPING
CONCORD, NC
OVERALL IMPACT MAP
IMPACT
LEGEND
OPEN
WATER
D_ STREAM
WETLAND
48 RCP —\
1' BURY FOR
AQUATIC
PASSAGE
IMPACT NOTES
1. POND, STREAM & WETLAND DELINEATION
PREPARED BY THE EI GROUP AND SURVEYED
BY RIBELIN LAND SURVEYING, DATED: 09-27-2016
NOTE: CULVERT CONFIGURATION
= SHALL HAVE BARREL IN THE MAIN
STREAM CHANNEL BURIED 250
FOR AQUATIC LIFE PASSAGE.
- RIP -RAP DISSIPATOR SHALL BE
KEYED IN SO THAT THE ORIGINAL
STREAM CHANNEL DIMENSIONS
4L__ ARE MAINTAINED
CULVERT CROSS SECTIO N
••
N.T.S.
all
0 NORTH 100
200
SUBMITTAL: DRAWN BY:
1 st SUBMITTAL TMB
GRAPHIC SCALE
CHECKED BY:
LML
DATE:
2017.04.14
2of5
OPEN
LOCATION
IMPACT
WATER
STREAM
WETLAND
TYPE
IMPACTS
IMPACT
IMPACT
A
OPEN WATER
43,016 SF
NA
NA
B
STREAM
NA
33 LF
NA
C
WETLAND
NA
NA
134 SF
TOTAL
43,016 SF
33 LF
134 SF
IMPACT
LEGEND
OPEN
WATER
D_ STREAM
WETLAND
48 RCP —\
1' BURY FOR
AQUATIC
PASSAGE
IMPACT NOTES
1. POND, STREAM & WETLAND DELINEATION
PREPARED BY THE EI GROUP AND SURVEYED
BY RIBELIN LAND SURVEYING, DATED: 09-27-2016
NOTE: CULVERT CONFIGURATION
= SHALL HAVE BARREL IN THE MAIN
STREAM CHANNEL BURIED 250
FOR AQUATIC LIFE PASSAGE.
- RIP -RAP DISSIPATOR SHALL BE
KEYED IN SO THAT THE ORIGINAL
STREAM CHANNEL DIMENSIONS
4L__ ARE MAINTAINED
CULVERT CROSS SECTIO N
••
N.T.S.
all
0 NORTH 100
200
SUBMITTAL: DRAWN BY:
1 st SUBMITTAL TMB
GRAPHIC SCALE
CHECKED BY:
LML
DATE:
2017.04.14
2of5

OAft O O
E N G I N EsE 0L_,WG
1 149 EXECUTIVE CIRCLE
CARY, NC 27511
P:919.576.9733
Ni 11
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SITE IMPROVEMENTS FOR
PIEDMONT BLOCK - STORAGE
AREA EXPANSION
NCBELS # C-3847 I CONCORD, NC
GENERAL NOTES
1. ALL MATERIALS AND METHODS OF CONSTRUCTION SHALL BE IN ACCORDANCE WITH STANDARD INDUSTRY PRACTICES, CITY OF CONCORD
STANDARDS, SPECIFICATIONS AND DETAILS. AND ANY OTHER APPLICABLE LOCAL, STATE, OR NATIONAL REQUIREMENTS.
2. EXISTING SURVEY AND TOPOGRAPHIC INFORMATION IS BASED ON FIELD SURVEY PROVIDED BY RIBELIN LAND SURVEYING INC., TITLED
"PHYSICAL POND LOCATION SURVEY FOR JOHNSON CONCRETE - PIEDMONT DIVISION", DATED SEPT. 27, 2016, AS WELL AS GIS, NC ONE MAP
AERIAL IMAGE AND LIDAR TOPOGRAPHY AND INFORMATION OBTAINED FROM A FIELD VISIT. VERTICAL DATUM IS NAVD 88 AND HORIZONTAL
DATUM IS NAD 83 (NSRS 2011. THERE WERE GRADE BUSTS FOUND BETWEEN THE LIDAR TOPOGRAPHY AND TE FIELD SURVEYED INFORMATION.
THE LIDAR SURAFACE HAS BEEN LOWERED BY 3' TO BETTER MATCH THE EXISTING FIELD SURVEYED INFORMATION. BASED ON "SOUNDINGS"
TAKEN AT THE TIME OF THE FIELD SURVEY, THE POND IS ASSUMED TO BE BETWEEN 5'- 6' DEEP GENERALLY. THE CONTRACTOR SHALL BE
RESPONSIBLE FOR OBTAINING SITE CONTROL (HORIZONTALAND VERTICAL) AND FIELD VERIFYING EXISTING CONDITIONS PRIOR TO
COMMENCEMENT OF ANY WORK. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE OWNER'S REPRESENTATIVE OF ANY DISCREPANCIES OR
CONFLICTS. UNDERFOOT DISCLAIMS ANY RESPONSIBILITY WHATSOVER FOR THE ACCURACY OF THE EXISTING INFORMATION SHOWN IN THESE
PLANS.
3. THERE ARE NO FEMA FLOODPLAINS CONTAINED ON THIS SITE PER FIRM PANEL 3710562100J, EFFECTIVE DATE NOVEMBER 5, 2008.
4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONTACTING, COORDINATING, AND PAYMENT FOR ALL NECESSARY LOCATING SERVICES
INCLUDING INDEPENDENT LOCATING SERVICES. THE CONTRACTOR SHALL HAVE ALL EXISTING UTILITIES LOCATED AT LEAST 48 HOURS PRIOR TO
BEGINNING DEMOLITION, EXCAVATION, OR ANY OTHER FORM OF CONSTRUCTION. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE
OWNER'S REPRESENTATIVE OF ANY DISCREPANCIES OR CONFLICTS.
5. ALL SUB -SURFACE UTILITIES IDENTIFIED ON THE CONSTRUCTION DOCUMENTS ARE SHOWN IN THEIR APPROXIMATE LOCATION BASED ON
SURVEY INFORMATION GATHERED FROM FIELD INSPECTION AND/OR ANY OTHER APPLICABLE RECORD DRAWINGS WHICH MAY BE
AVAILABLE. IT IS SOLELY THE CONTRACTOR'S RESPONSIBILITY TO VERIFY ACTUAL IN PLACE SUB -SURFACE UTILITY INFORMATION INCLUDING
HORIZONTAL AND VERTICAL LOCATION. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE OWNER'S REPRESENTATIVE OF ANY
DISCREPANCIES OR CONFLICTS.
6. EXISTING IMPROVEMENTS DAMAGED OR DESTROYED BY THE CONTRACTOR DURING CONSTRUCTION SHALL BE RESTORED OR REPLACED TO
ORIGINAL CONDITION AND TO THE SATISFACTION OF THE OWNER'S REPRESENTATIVE AT THE CONTRACTOR'S EXPENSE.
7. THE EXISTING SANITARY SEWER MANHOLE SHOWN ON THE PLANS SOUTHEAST OF THE ADJACENT EXISTING POND IS NOT LOCATED BY SURVEY
BUT BY SITE INSPECTION. THE MANHOLE RIM AND INVERT ELEVATIONS ARE APPROXIMATE. UPSTREAM AND DOWNSTREAM MANHOLES HAVE
NOT BEEN LOCATED. PRIOR TO ANY FILL BEING PLACED OVER THE EXISTING LINES, THE CONTRACTOR SHALL LOCATE THESE MANHOLES WITH
RIM AND INVERT ELEVATIONS, DETERMINE THE SIZE AND MATERIAL, AND HAVE THE LINES VIDEOD AND PROVIDE THAT INFORMATION TO THE
ENGINEER TO PERFORM AN EXISTING CONDITION ANALYSIS. NO FILL SHALL BE PLACED OVER THIS EXISTING SEWER UNTIL THIS ANALYSIS IS
COMPLETE AND RECCOMENDATIONS CAN BE MADE. IF FILL IS PLACED PRIOR TO THIS ANALYSIS, OR PLACED OUT OF ACCORDANCE WITH
ANY RECOMMENDATIONS, IT IS AT THE SOLE RESPONSIBILITY OF THE CONTRACTOR. UNDERFOOT DISCLAIMS ANY RESPONSIBILITY WHATSOEVER
FOR ANY/ALL CONSEQUENCES (INTENDED OR NOT) RESULTING FROM FILL PLACED OVER THE EXISTING LINE.
8. EDGES OF EXISTING GRAVEL SURFACE LAYDOWN AREAS THROUGHOUT THE SITE ARE APPROXIMATE AND ARE BASED ON AERIAL
PHOTOGRAPHY.
9. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ENSURING ALL PERMITS, INSPECTIONS, CERTIFICATIONS, AND OTHER REQUIREMENTS WHICH
MUST BE MET UNDER THIS CONTRACT OR CITY OF CONCORD REQUIREMENTS ARE OBTAINED.
10. IF DEPARTURES FROM THE PROJECT DRAWINGS OR SPECIFICATIONS ARE DEEMED NECESSARY BY THE CONTRACTOR, DETAILS OF SUCH
DEPARTURES AND REASONS THEREFORE SHALL BE SUBMITTED TO THE OWNER'S REPRESENTATIVE FOR REVIEW PRIOR TO CONSTRUCTION. NO
DEPARTURES FROM THE CONTRACT DOCUMENTS SHALL BE MADE WITHOUT THE EXPRESS WRITTEN PERMISSION OF THE OWNER'S
REPRESENTATIVE.
11. THE CONTRACTOR IS RESPONSIBLE FOR THE RELOCATION OF ANY EXISTING UTILITY INFRASTRUCTURE REQUIRED TO COMPLETE ANY PORTION
OF CONSTRUCTION. THE CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR THE COORDINATION AND COSTS OF ASSOCIATED WORK.
12. THE ENGINEER AND/OR OWNER DISCLAIM ANY ROLE IN THE CONSTRUCTION MEANS AND/OR METHODS ASSOCIATED WITH THE PROJECT AS
SET FORTH IN THESE PLANS.
DEMOLITION NOTES
1. REFER TO GENERAL NOTES ON THIS SHEET.
2. ANY MATERIALS REMOVED AS PART OF DEMOLITION FOR THIS PROJECT SHALL BE PROPERLY DISPOSED OF OFF-SITE IN ACCORDANCE WITH
ALL FEDERAL, STATE, AND LOCAL LAWS.
3. ANY MATERIALS REMOVED AS PART OF DEMOLITION FOR THIS PROJECT SHALL BE REMOVED COMPLETELY. THE EXISTING POND SHALL BE
DRAINED AND BACKFILLED WITH CLEAN FILL MATERIAL AND COMPACTED IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE PROJECT
GEOTECHNICAL ENGINEER.
4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE REMOVAL OF EXISTING TREES AND OTHER VEGETATION, ONLY AS NECESSARY FOR
CONSTRUCTION OF THE PROPOSED IMPROVEMENTS.
5. WITH ANY CONCRETE SHOWN TO BE REMOVED, THE CONTRACTOR SHALL REMOVE THE CONCRETE TO THE NEAREST JOINT OR SAW CUT TO
PROVIDE CLEAN EDGE.
6. WITH ANY ASPHALT SHOWN TO BE REMOVED, THE CONTRACTOR SHALL SAW CUT TO PROVIDE A CLEAN EDGE.
7. ALL UTILITIES TO BE REMOVED OR RELOCATED SHALL BE COORDINATED WITH THE APPROPRIATE UTILITY PROVIDER PRIOR TO CONSTRUCTION.
IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO ENSURE THAT ALL NECESSARY MEASURES ARE TAKEN, WHETHER TEMPORARY OR
PERMANENT, TO ALLOW FOR PROPER FUNCTIONING OF EXISTING UTILITIES.
EXISTING IMPERVIOUS AREAS
GRAVEL (SF)
GRAVEL (AC)
343,200
7.88
ASPHALT (SF)
ASPHALT (AC)
12,285
0.28
CONCRETE (SF)
CONCRETE (AC)
59,640
1.37
BUILDING (SF)
BUILDING (AC)
23,258
0.53
TOTAL 438,383
10.06
SITE AREA = 20.97 AC
EXISTING IMPERVIOUS % = 48.0%
LEGEND
- XXX - -
- EXISTING CONTOUR (MAJOR)
-
- EXISTING CONTOUR (MINOR)
X
EXISTING FENCE
yy
EXISTING WATERLINE
SS
EXISTING SANITARY SEWER
EXISTING STORM DRAINAGE
OU
EXISTING ELECTRIC LINE
0
EXISTING LIGHT/UTILITY POLE
Ak
EXISTING FIRE HYDRANT
N
EXISTING WATERLINE VALVE
EXISTING TREELINE
60 30 0 60 120
GRAPHIC SCALE
SUBMITTAL: DRAWN BY: CHECKED BY: DATE: SEALED BY: Q�
1 st SUBMITTAL TMB LML 2017.03.24`-
;,O��N CAR,,�2�
EXI TIN N DITI N ����•••••� =�
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PIEDMONT BLOCK - STORAGE
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OVERALL SITE PLAN
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ENGINEERING
1 149 EXECUTIVE CIRCLE
CARY, NC 27511
P:919.576.9733
SITE IMPROVEMENTS FOR
PIEDMONT BLOCK - STORAGE
AREA EXPANSION
NCBELS # C-3847 I CONCORD, NC
GRADING & DRAINAGE NOTES
1. REFER TO GENERAL NOTES ON SHEET C-100.
2. ALL PROPOSED CONTOURS AND SPOT ELEVATIONS REFLECT FINISHED GRADES.
3. ALL FILL SHALL BE CLEAN AND FREE OF DEBRIS AND ORGANICS AND SHALL BE COMPACTED IN ACCORDANCE WITH RECOMMENDATIONS
OF GEOTECHNICAL ENGINEER.
4. ALL STORM DRAINAGE PIPE SHALL BE O-RING GASKETED CLASS III RCP WITH EACH JOINT DOUBLE WRAPPED WITH GEO-FABRIC.
ALL STORM PIPE SHALL BE LAID ON A SUITABLE SUB -GRADE AS DETERMINED BY A GEOTECHNICAL FIELD TECHNICIAN AT THE TIME OF
INSTALLATION. IF THE PIPE IS LAID ON VIRGIN SOIL FROM BELOW THE POND BOTTOM, A MINIMUM BEARING CAPACITY OF UNDERLYING
SOIL OF 2500 PSF SHALL BE VERIFIED EVERY 50'. IF PIPE IS LAID ON A FILL SECTION, ADEQUATE DENSITY (AS DETERMINED BY THE PRPJECT
GEOTECHNICAL ENGINEER) OF THE UNDERLYING CLEAN FILL OF THE UNDERLYING FILL SHALL SHALL BE VERIFIED EVERY 50'.
1. A PRE -CONSTRUCTION MEETING IS REQUIRED FOR THIS PROJECT.
2. THIS PROJECT INCLUDES CLEARING AND GRADING ONLY AS NECESSARY TO INSTALL STORMWATER INFRASTRUCTURE AND FILL IN THE
EXISTING POND AS SHOWN IN THESE PLANS.
3. THE SILT FENCE SHALL BE MAINTAINED ON THE SITE UNTIL ALL SITE WORK IS COMPLETED AND THE FINAL SITE INSPECTION IS SCHEDULED. THE
FENCING SHALL BE REMOVED IMMEDIATELY PRIOR TO THE FINAL SITE INSPECTION FOR THE SITE.
4. ALL REQUIRED IMPACT PERMITS (401/404) WILL BE OBTAINED FOR POND IMPACTS.
EXISTING IMPERVIOUS AREAS
GRAVEL (SF)
GRAVEL (AC)
343,200
7.88
ASPHALT (SF)
ASPHALT (AC)
12,285
0.28
CONCRETE (SF)
CONCRETE (AC)
59,640
1.37
BUILDING (SF)
BUILDING (AC)
23,258
0.53
PROPOSED IMPERVIOUS AREAS
GRAVEL (SF)
GRAVEL (AC)
99,394
2.28
TOTAL 537,777
12.35
SITE AREA = 20.97 AC
PROPOSED IMPERVIOUS % = 58.9%
60 30 0 60 120
GRAPHIC SCALE
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E N G I N EsE 0L_,WG
1 149 EXECUTIVE CIRCLE
CARY, NC 27511
P:919.576.9733
SITE IMPROVEMENTS FOR
PIEDMONT BLOCK - STORAGE
AREA EXPANSION
NCBELS # C-3847 I CONCORD, NC
EROSION CONTROL NOTES
1. REFER TO GENERAL NOTES SHEET C100.
2. EROSION CONTROL MEASURES SHALL BE MAINTAINED DURING THE ENTIRE LIFE OF THE PROJECT.
3. CONTRACTOR SHALL CONDUCT GRADING OPERATIONS IN A MANNER THAT ENSURES NO SEDIMENT IS ALLOWED OFF-SITE. IT IS THE
CONTRACTOR'S SOLE RESPONSIBILITY TO ENSURE THAT NO SEDIMENT IS ALLOWED OFF-SITE. IF ADDITIONAL MEASURES ARE REQUIRED, THE
CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY TO DISCUSS DESIGN MODIFICATIONS.
4. ALL STREETS ADJACENT TO THE PROJECT SHALL BE KEPT CLEAN AT ALL TIMES OR A WASH STATION MAY BE REQUIRED AT THE CONTRACTOR'S
EXPENSE.
5. CONTRACTOR SHALL CONSTRUCT DIVERSION DITCHES AND BERMS TO ENSURE ALL RUN-OFF IS DIRECTED TO AN EROSION CONTROL MEASURE.
6. ALL TEMPORARY AND PERMANENT GROUND COVER SHALL BE ESTABLISHED PER THE UPDATED NCDWQ REQUIREMENTS ON THIS SHEET.
7. ALL CATCH BASINS AND YARD INLETS SHALL BE PROTECTED WITH WIRE AND GRAVEL PER DETAIL ON C-701, UNLESS NOTED OTHERWISE.
8. TOPSOIL SHALL BE STRIPPED AND STOCKPILED AND MAY BE USED FOR BERMING OR PLACED IN NON STRUCTURAL FILL AREAS.
9. ANY CUT OR FILL SLOPE THAT IS 2:1 OR GREATER SHALL BE STABILIZED WITH PERMANENT SLOPE DETENTION DEVICES SUCH AS NORTH
AMERICAN GREEN TURF REINFORCEMENT MAPS OR A SUITABLE COMBINATION OF PLANTINGS AND RETENTION DEVICES. SLOPES GREATER
THAN 3:1 SHALL NOT BE STABILIZED WITH TURF GRASS BUT MUST BE STABILIZED WITH VEGETATIONS THAT REQUIRES MINIMAL MAINTENANCE
SUCH AS WEEPING LOVE GRASS, RED FESCUE OR OTHER APPROVED VARIETY.
10. IF EROSION OCCURS IN DIVERSIONS, DIVERSION DITCHES SHALL BE PROTECTED WITH A SUITABLE LINER SUCH AS NAG S75 OR EQUIVALENT.
11. THE EROSION CONTROL INSPECTOR MAY REQUIRE ADDITIONAL MEASURES TO PROTECT THE SITE.
12. REFER TO SHEET c-501 FOR SEEDING NOTES / SPECS.
CONSTRUCTION SEQUENCE
1. REFER TO GENERAL NOTES ON SHEET C-100.
2. IT IS ASSUMED THAT NO GRADING PERMIT IS REQUIRED FOR THIS PROJECT BASED ON CONVERSATIONS WITH THE CLIENT. THE CONTRACTOR IS
RESPONSIBLE TO DETERMINE IF A GRADING PERMIT IS REQUIRED, AND IF SO NOTIFY THE ENGINEER IMMEDIATELY.
3. INSTALL SILT FENCE AND STAKE LIMITS OF CLEARING, CLEARING ONLY AS NECESSARY TO INSTALL FENCING. ONCE FENCING IS INSTALLED,
REQUEST A PRECONSTRUCTION MEETING AND INSPECTION WITH THE OWNER AND ENGINEER.
4. INSTALL REMAINDER OF EROSION CONTROL MEASURES PER THESE PLANS AND NOTES ON THIS SHEET.
5. PERFORM DAM BREACH AND EXISTING CULVERT REMOVAL BASED ON THE SEQUENCE BELOW.
6. CONTRACTOR SHALL PROVIDE A 900-1200 GALLON PER MINUTE PUMP (RESULTING FLOWS BETWEEN 2.0-2.7 CFS) TO DRAWDOWN THE POND
TO THE EXISTING POND BOTTOM ELEVATION. FLOW FROM THE PUMP SHALL BE DIRECTED TO A FILTRATION SYSTEM. AT A MINIMUM, THE
FILTRATION SYSTEM SHALL CONSIST OF A SERIES OF CHECK DAMS DOWNSTREAM OF THE EXISTING DAM. FOR THE POND, THESE DAMS SHALL BE
LOCATED IN THE EXISTING DRAINAGE CHANNEL. AS AN ALTERNATIVE TO THE CHECK DAM SYSTEM, FLOW MAY BE DIRECTED TO A DIRT BAG
WHICH IS PROPERLY SIZED TO HANDLE EXPECTED FLOW FROM PUMP.
7. ONCE THE PONDS ARE DRAWN DOWN, THE CONTRACTOR SHALL PLACE A ROCK FILTER DIKE AROUND THE LOCATION OF THE BMP OUTLET
STRUCTURE TO PROTECT THE WORK AREA DURING CONSTRUCTION. THE PUMP SHALL REMAIN ON SITE DURING CONSTRUCTION IN ORDER TO
DRAWDOWN THE POND IN THE EVENT OF A STORM.
8. THE CONTRACTOR SHALL COMPLETELY REMOVE THE TWO (2) EXISTING 48" RCP CULVERTS AND INSTALL THE PROPOSED NEW 48" CULVERT AND
BACK FILL THE DAM.
9. BEGIN CLEARING AND GRUBBING, MAINTAINING ALL MEASURES AS REQUIRED. PROCEED WITH SITE GRADING AND STABILIZE AS AREAS ARE
BROUGHT TO GRADE. PROCEED WITH REMAINDER OF INFRASTRUCTURE AND UTILITY CONSTRUCTION.
10. ALL FILL MATERIAL SHALL BE FREE OF WOOD, TRASH, VEGETATION, ROCKS AND OTHER DELETERIOUS MATERIALS AND SHALL BE COMPACTED
TO 95% OF ASTM D698 WITHIN 0-3 % WET OF THE OPTIMUM MOISTURE CONTENT. THE MATERIAL SHALL CONSSIT OF CL, ML, SC, OR SM
MATERIAL PER THE UNIFIED SOIL CLASSIFICATION SYSTEM WITH A MINIMUM PLASTICITY INDEX OF 12 AND A MINIMUM 40% PASSING THE #200
SIEVE.
11. SEED AND MULCH DENUDED AREAS PER STABILITY TIME FRAMES NOTED ON THIS SHEET. THE ENTIRE BACK SLOPE OF THE EXISTING DAM THAT IS
TO BE BREACHED SHALL BE LINED WITH NAG P300 PRIOR TO SEEDING.
12. MAINTAIN EROSION CONTROL MEASURES UNTIL PERMANENT GROUND COVER IS ESTABLISHED.
13. REQUEST AND OBTAIN FINAL APPROVAL BY OWNER AND ENGINEER.
14. REMOVE EROSION CONTROL MEASURES AND STABILIZE FINAL AREAS.
LEGEND
- - - XXX- - EXISTING CONTOUR (MAJOR)
-=XXX- -- - EXISTING CONTOUR (MINOR)
PROPOSED LIMITS OF DISTURBANCE
SF
PROPOSED SILT FENCE
- TP
PROPOSED TREE PROTECTION FENCE
XXX
PROPOSED CONTOUR (MAJOR)
XXX
PROPOSED CONTOUR (MINOR)
PROPOSED DIVERSION DITCH/BERM
PROPOSED INLET PROTECTION
IIIIIII
PROPOSED SILT FENCE OUTLET
WITH SEDIMENT PIT
moo PROPOSED TEMPORARY ROCK CHECK DAM
DISTURBED AREA = 2.63 AC.
60 30 0 60 120
GRAPHIC SCALE
SUBMITTAL: DRAWN BY: CHECKED BY: DATE: SEALED BY: Q�
1 st SUBMITTAL TMB LML 2017.03.24
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SITE IMPROVEMENTS FOR
PIEDMONT BLOCK - STORAGE
AREA EXPANSION
NCBELS # C-3847 I CONCORD, NC
SEEDING SCHEDULE
SHOULDERS, SIDE DITCHES, SLOPES (MAX. 3:1)
STABILIZATION
DATE
TYPE
PLANTING RATE
AUG. 15 - NOV. 1
TALL FESCUE
300 LBS/ACRE
NOV. 1 -MAR. 1
TALL FESCUE
300 LBS/ACRE
IF SLOPES ARE 10' OR LESS
ABRUZZI RYE
25 LBS/ACRE
MAR 1. - APR. 15
TALL FESCUE
300 LBS/ACRE
JUL. 1 - AUG. 15
TALL FESCUE AND
125 LBS/ACRE
DAYS ARE ALLOWED.
***BROWNTOP MILLET OR
35 LBS/ACRE
7 DAYS FOR SLOPES
SOUGHNUM-SUDAN HYBRID
30 LBS/ACRE
SHOULDERS, SIDE DITCHES, SLOPES (3:1 TO 2:1)
DATE
TYPE
PLANTING RATE
MAR 1. - JUN. 1
SERICEA LESPEDEZA
50 LBS/ACRE
AND MAR 1. - APR. 15
ADD TALL FESCUE
120 LBS/ACRE
OR MAR. 1 - JUN. 30
ADD WEEPING LOVEGRASS
10 LBS/ACRE
JUN. 1 -SEP. 1
***TALL FESCUE AND
120 LBS/ACRE
***BROWNTOP MILLET OR
25 LBS/ACRE
SOUGHNUM-SUDAN HYBRID
30 LBS/ACRE
SEP. 1 - MAR. 1
SERICEA LESPEDEZA AND
70 LBS/ACRE
TALL FESCUE
120 LBS/ACRE
NOV. 1 - MAR. 1
ADD ABRUZZI RYE.
25 LBS/ACRE
STABILIZATION TIME FRAMES
SITE AREA DESCRIPTION
STABILIZATION
TIMEFRAME EXCEPTIONS
PERIMETER DIKES, SWALES, DITCHES, SLOPES
7 DAYS
NONE
HIGH QUALITY WATER(HQW) ZONES
7 DAYS
NONE
IF SLOPES ARE 10' OR LESS
SLOPES STEEPER THAN 3:1
7 DAYS
IN LENGTH AND ARE NOT
STEEPER THAN 2:1, 14
DAYS ARE ALLOWED.
7 DAYS FOR SLOPES
SLOPES 3:1 OR FLATTER
14 DAYS
GREATER THAN 50' IN
LENGTH.
ALL OTHER AREAS WITH SLOPES FLATTER THAN 4:1
14 DAYS
NONE, EXCEPT FOR
PERIMETERS AND HQW
ZONES.
SEEDBED PREPARATION
1. CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL CONDITIONS, IF THEY OCCUR. AFTER ALL ROUGH
GRADING IS COMPLETED, TILL SOIL AREAS TO BE SEEDED AND PLANTED TO A DEPTH OF FIVE INCHES.
2. REMOVE ALL LOOSE ROCKS, ROOTS, DIRT CLODS, AND OTHER OBSTRUCTIONS LEAVING GROUND SURFACE SMOOTH AND UNIFORM.
3. TO PREPARE UNIFORM SEEDBED, INCORPORATE AGRICULTURAL LIME FERTILIZER AND SUPERPHOSPHATE INTO SOIL AREAS TO BE VEGETATED.
DISK NUTRIENTS INTO SOIL UNTIL WELL PULVERIZED.
4. SEED ON PREPARED SEEDBED AND COVER LIGHTLY WITH SEEDING EQUIPMENT OR CULTIPACK. APPLY TEMPORARY SEEDING TO SOIL
STOCKPILE AREAS THAT WILL BE DISTURBED WITHIN 30 DAYS. APPLY PERMANENT SEEDING TO WHERE FINISH GRADES ARE ESTABLISHED.
5. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR WITH LIQUID ASPHALT AT 400 GAL./ACRE OR EMULSIFIED ASPHALT AT 300 GAL./ACRE OR
ANOTHER APPROVED EQUAL.
b. MULCH ALL SEEDED AREAS WITH SMALL GRAIN STRAW AT 90 LBS./1000 SF AND SPREAD UNIFORMLY. GROUND SURFACE SHOULD BE VISIBLE TO
ALLOW SUNLIGHT PENETRATION.
7. AFTER WORK IS COMPLETED AND AREAS ARE STABILIZED, CALL EROSION CONTROL OFFICER FOR SITE INSPECTION AND RECEIVE CERTIFICATE
OF COMPLETION. REMOVE ALL TEMPORARY EROSION CONTROL MEASURES, INSTALL RIP -RAP, AND SEED AND MULCH ANY REMAINING BARE
AREAS.
SEEDING SCHEDULE NOTES
CONSULT EROSION CONTROL ENGINEER OR SOIL CONSERVATION SERVICES FOR OTHER ALTERNATIVES FOR VEGETATION OF DENUDED AREAS.
THE ABOVE VEGETATION RATES ARE THOSE WHICH DO WELL UNDER LOCAL CONDITIONS. OTHER SEEDING RATE COMBINATIONS ARE POSSIBLE.
***TEMPORARY - RESEED ACCORDING TO OPTIMUM SEASON FOR DESIRED PERMANENT VEGETATION. DO NOT ALLOW TEMPORARY COVER TO
GROW OVER 12 -INCHES IN HEIGHT BEFORE MOWING. OTHERWISE FESCUE MAY BE SHADED OUT.
60 30 0 60 120
GRAPHIC SCALE
SUBMITTAL: DRAWN BY: CHECKED BY: DATE: SEALED BY: Q�
1 st SUBMITTAL TMB LML 2017.03.24 "C
PHASE 2 EROSION •°'��•` =�
ALC:)
03? \
CONTROL PLAN
C-501

v z
O NOTES: USE CLASS "B" CONCRETE THROUGHOUT. Z TO O
Om o� vm Y Oc vm W 1Lz"CLR. A` 00 <� NOTES: �¢
H } 1--,R PROVIDE ALL CATCH BASINS OVER 3'-8" IN DEPTH WITH STEPS 12" H H 34 3,4 RAD, r Z ¢
ON CENTER. USE STEPS WHICH COMPLY WITH STD. DRAWING 840.88. F_ % < Q 2 y O
Z Q ¢ T, I --I • Z ¢ ¢ z Q Q �+ D O 7D W1 FT * THIS PRECAST ENDWALL MAY BE USED FOR THE FOLLOWING FZ-I 0= (2"3 O
y 0 O F- 2 OPTIONAL CONSTRUCTION - MONOLITHIC POUR, 2" KEYWAY, OR #4 BAR DOWELS AT Q 2 0 O H r P m 0 D 6"
l,y O c, B" WALL Z = O O 0 T CENTERS AS DIRECTED BY THE ENGINEER. Z 2 D O Z Q 2 U O , STANDARDS: 838.07 , 838.11 , 838.21 , 838.27, 838.33, LL J O H
m ti 6" WALL 8" WALL FH cg 5 > H2 CIO [C O, U r l••I m m, U) C7 m Z 2� O O a 2 Z
6" WALL W J O H r O T 0 USE FORMS FOR THE CONSTRUCTION OF THE BOTTOM SLAB. O - O W J O w 1 D 838.39, 838.51 , 838.57, 838.63 AND 838.69. 0
mZ xi d Z m -I LLJp_r--rZ mZ 2> o p -=Z L_i � ¢Z ^
0 0 0 2 H Z � S D IF REINFORCED CONCRETE PIPE IS SET IN BOTTOM SLAB OF 80%, ADD TO SLAB 0 0 (,0 2 '� D V V w = 0 0 CO O � g M, * INSTALL PRECAST ENDWALLS WITH WINGS AND PAY LFL'
Q W
'n O 2 n ¢ Z ^ O AS SHOWN ON $TO. N0. 640.00. 2 Z L7 O 2 n R m 2 - 3" X 1/q" THICK w 2 Z LL ., T Z :I FOR IN ACCORDANCE WITH SPECIFICATION SECTION 838. ~ U 2 O f2'3
x D ITT IF q" 4" w Q¢ W S S o D o m w Q W= x T D D m n. ROUND OR SQUARE ¢ Q x cn o 7 -o" 1'-0" ¢ H.
Z 6rr+1 6' I B'-�( B"-►{ F- U < O Ur T Z D FOR 8'-0" IN HEIGHT OR LESS USE 6" WALLS AND BOTTOM SIR. OVER H U 2< O •• Z tq y U O = O * USE 4000 PSI CONCRETE.
O O I I " O S' -a" - USE a WALLS AND BOTTOM SIR ADJUST H (A O UT WASHER Q H 9 r- * PROVIDE ALL REINFORCING STEEL WHICH MEETS ASTM A615 O� O
Z F= -I 6 Or T H ~ p Fr Z FS -I O X � I X Q ~ o Z HS -x m _ ~ Z W n = Z - FOR GRADE 60 AND WELDED WIRE FABRIC CONFORMING ¢ O F-, ¢
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0
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D D D INSTALL 2" WEEPHOLES AS DIRECTED BY THE ENGINEER. Z ly D D Err Z Fy H2 I H2 PLACE LIFT HOLES OR PINS O_ H
< ° INSTALL STONE DRAINS, OF A MINIMUM OF 1 CUBIC FOOT OF NO. 78M STONE IN A H-> % y0 CSlflCP OSHA STANDARD 1926.704. W O
ti D- 0 0 I POROUS FABRIC BAG OR WRAP, AT EACH WEEP HOLE OR AS DIRECTED BY THE ENGINEER. O_ U)� p_ Z H1 H1 I * PIPE TO BE GROUTED INTO HEADWALL AT JOB SITE BY O
I o --I , m ' W DETAIL OF HANDLE ' p * AONTELEMENTS PRECAST TO MEET ASTM C913.
CTOR
Zr. f� ' w0 Z - - - J CHAMFER ALL EXPOSE D CORNERS 1". O O Z =_i
Z - - - _ r DRAWING NOT TO SCALE. `Jul+ * WELDED WIRE FABRIC MAY BE SUBSTITUTED FOR REHAB
PART SECTION PART SECTION PART SECTION PART SECTION - INCREASE THE SIZE of THE C OPENING TO 8" MAX., AS DIRECTED BY THE W - - - - - - - 1'-0" T As LONG AS THE SAME AREA OF STEEL IS PROVIDED.
ENGINEER BY ADDING 2" TO THE WALL HIEGHT ABOVE THE TOP ELEVATION. ADJUST 11-g"CLR. J-'-'
S-- WALL 6" WALL WITH 4" LIP 8" WALL B" WALL WITH 4" LIP QUANTITIES ACCORDINGLY. 22" """CHAMFER ALL CORNERS 1"ORHAVE A RADIUS OF 1".
C -i Y2' WEEP HOLES Z CLR.L-EO'UALLY SPACED CLR. Z 8" ER TO CHART
8" O.C.(TYP.) 6'
O ~ O ~ REFER TO CHART REFER TO CHART
PLAN 2ND OPENING Z F COUNTERSINK PART WHERE HANDLE IS LOCATED 1" FOR BAR SIZE FOR BAR s1zE Y
TABLES OF QUANTITIES FOR PIPE SET IN PAD Z N N NOTE: THE MINIMUM BAR SIZE SHALL BE #5 BARS
IF REO G. AND ALLOW HANDLE TO MOVE VERTICALLY. 9 m _5 rn
ci a a AT 8" INCREASE
E CONTRACTOR WILL HAVE THE OPTION
- C.Y. QUANTITIES --0 F TOP SLAB „ m M PLAN m --, ELEVATION SIDE TO INCREASE THIS BAR SIZE AS NEEDED. O J
m PIP„W„ Wt "T" Hl L IS O m CrDl cc Q
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E ' W m Z TOP SLAB z z H
n nL1I mu na1l 2" t s" 2O" �` R�1 tv
m r_ H m N i H Z
~ - o• ELEVATION M
CD
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m Z x 12" 1'-1/e" 0'-7/8" 0'-2" 0.005 0.007 0.008 N _ _ Z
L F �� N ENDWALL DIMENSIONS ¢ W
a Ci T 3 O _ e H - �114 BARS "Y" HANDL 3 (L y W2 (FT.) FT MINIMUM M O W
I, TOP ELEVATION Q m u> Q EL -H O Z IN./MAX. MIN./MAX. MIN./MAX. MIN./MAX. MIN./MAX.
DO W1 15" 1' 3%" O' 9L6" O' 2" 0.006 0.008 0.010 cr w oc Z � s" x H CL Z � PART SECTION x - o
Z m D O V% m D 9 Z PIPE DIA. BAR SIZE HI (FT.) H2(FT.) D (FT.) W1 W2 O W N
W 2 6„ A e„ = 1L2" CLR. D Q- = Z �� THRU COVER SHOWING HANDLE O a = C > 2
iii m D 18'r 1'-51/4" O' -10h" 0'-2" 0.007 0.010 0.012 O Q N O I o _...I 1012" 0 O OD D p O O O O i 1.0 #5 @ 8" 1.25/2.00 2.00/3.75 1.25/1.75 3.00/3.75 5.50!6.00 0 V
m m C PIPE WALL CIt
PART SECTION ¢ W = 700 I I I(THIGKNE$S VARIES ¢ = y 2 N m 1.25 #5 @ B" 1.25/2.00 3.00/3.75 1.25/2.00 3.50/3.75 6.5016.75 Z Z 2
W v 2a" 1'-e�q" 1'-a1e,r 0'-3„ 0.011 0.014 0.018 o W C7 a o I _°CLR. Q Z A Q= Q O F
V: a DO
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-I N O ¢ W Z - a v = - #4 BAR Z Q F- a D EQUALLY SPACED Q = 'D `L 2.0 #5 @ 8" 1.50/2.50 4.00/4.75 1.75/2.50 4.00/4.25 7.50/8.25 N
m m m 30r' 2'-01, V-2%" 0'-31/2" 0.014 0.018 0.023 1- =1 F Z OD 112" CLR. r Z m m Z x
D GO C F"1 _v D I O -0 D U) Z D 2.5 #5 @ 8" 2.50/3.50 4.00/6.00 2.00/3.00 4.50/5.50 10.00!11.50 O W
c V Q n SEE NOTE d N SECTION V -V BAR d N 0 v y�% 36" 2'-3 " 1,-5 „ 0'-4" 0.017 0.023 0.025 2 Z C. cD 0/3.0 #5 @ B" 3.00/3.50 5.00/6.00 2.75/3.50 5.25/5.75 11.50/11.75 J Q CD
0 0 "T a z BEE NOTE PART SECTION Y -Y O r m a z r,> O o o l o V za z L SECTION X -X SECTION Y -Y [E4
( W O
C 0 O Fr G> .r ° a \ Q 3.5 #5 @ 8" 3.25!4.50 6.00/6.75 3.25!3.50 6.00/6.75 12.00/13.25 Z z
CL
m T 42„ 2' 71�" 1'-7" 0'-51/q" 0-025 0.030 0.038 :.i O = SHOWING DETAILS AT OPENING = T G W r PLAN /\• `� 4.0 #5 @ 8" 3.50/4.50 6.50/7.00 3.25/3.50 6.50/6.75 13.00/13.25 w
N -� QB" 2''1048" 1'-B�q" 0'_54'4" D.D2B 0.038 Q. 047 W S MIN. DIMENSIONS AND QUANTITIES FOR CONCRETE CATCH BASIN (BASED ON MIN. HEIGHT, H) W W S #4 BARS "Y" w W -� 4.5 #5 @ B" 4. DQ/S.DD 6.50/B.$Q 3.25!4. DD 7. DD/9.2$ 13.50!15.75 OLL
LL 112" CLR. 11�" CLR.
DIM'S OF BOX & PIPE REINFORCING TOP & BOT, 3LA8 CU. YOB. CONC. TOTAL WPMITIES DEDUCTION DED. ONE �-. EQUALLY SPACED )c 5.0 #5 @ 8" 4.50/5.00 7.00/8.50 3.25/4.00 7.25/9.25 13.75!75.75
r PIPE SPAN WIDTH HEIGHT BARS - X BARS - Y BARB - Z DIMENSIONS IN BOX BOX & SIM ONE PIPE 8" THROAT
V-1012" 0'-61/4' 0.035 0.047 0.058 a 9PENING a a "
GENERAL NOTES: 54 3 2/g �/i D A e H NO. LENGTH NO. LENGTH NO. LENGTH F c3 BARS X" 5.5 #5 @ 8" 4.50/5.00 7.50/6.50 3.25/4.00 7.25/9.25 14.00!75.75
�9P BLAB x.7. 4ux XuuR. 0. M. uMr. ro Inx HI C.S.C.3. R.C. YD4 Z N Z
H 12" 3'-6" 2'-3" 1'-10" 4 3'-0" 8 4'-3" 2 4'-3" 4'-6" 3'-3" 0.181 0.271 0.250 27 1.046 0.015 0.032 -7.046 O F--1 O 6.0 #5 @ 8" 4.50/5.00 7.50/8.50 3.25/4.00 7.75/9.25 14.75/16.75
USE THIS STANDARD WITH ALL DRAINAGE STRUCTURES 60" 3'-5%11 2'-01/4" 0'-6%" 0.042 0.056 0.071 Z 15' 3 -6' 2'-3" 2'-/•' 4 3'- 0 6 4'-3" 2 4'-3" 4'-6" 3'-3" 0.181 0.271 0.250 27 1.108 0.023 0.036 0.046 0 Z (1
USING REINFORCED CONCRETE PIPE SET IN BASE SLAB. 18" a-0' 2'- 2'-4" 5 W-5" > T DOWEL
8" 4'-H" 2 4'-9" 5'-O" 3'-e" 0.226 0.340 0.284 35 1.3]9 0.033 0.049 0.053 �8W880
$HEEgT 1 OF 1
66" 3'-9" 2'-21/4 0'-71/4 0.050 0,067 0.084 24" 4'-0" 2'-e" V-10" 5 3'-5" 7 4'-9" 2 4'-9" 5'-0" 3'-8" 0.226 0.340 0.284 35 1.521 0.059 0.085 0.053SECTION W -W 8.78.80
30" 4'-0" 3'-6" 3'-4" 5 4'-3" 9 4'-9" 2 4'-9" 5'-0" 4'-6" 0.278 0.417 0.315 43 1.916 0.092 0.127 0.053
SHEET 1 OF 1 SHEET 1 OF 1 SHEET 1 OF 2 36" 4'-6" 4'.0" 3'-10" 5 4'-9" 10 5'-a" 2 5'-3" 5'-6" 5'-0" 0.340 0.510 0.352 51 2.390 0.132 0.1>9 0.059 SHEET 1 OF 2 SHEET 2 OF 2 SHEET 2 OF 2
72" 4'-t" 2'-3�4" D'-7�4" 0.059 0.078 0.098 a2" 5'-0" 4' 6" 4'-4" 5 W-3" 12 5'-9" 2 5'-9" 6'-0" 5'-6" 0.407 0.611 0.389 64 2.914 0.180 0.243 0.066
840.00 840.00 840.04 48" 5'-0" 5'-0" 4'-10" 5 5'-9" 13 5'-9" 2 5'-9" 6'-0" 0.444 0.666 0.407 68 3.298 0.235 0.317 0.066 840.04 1840.041840.04
Om Y O OO 3' O" O OO O OO E O
n '••I } __0, SEE DETAIL OF APRON 13 - 84A' �jj�-��-11 #4 BAR Hr } ,••, 4'-0" } A OPTIONAL MANHOLE }
< GENERAL NOTES: Q < SUPPORT NOTCH - SEE TOP ELEVATION ISI Q < r 21/4" I- ¢ < 6" T9,
USE CLASS "B" CONCRETE THROUGHOUT. - Z STD. 840.17 SHEET 1 11-8aq` -
0O Z F- � U) O 1 F- - O O rr 1-r + ^ +I(Z ~ T� - H,Tn 2 0 PROVIDE ALL GRATED DROP INLETS OVER 3'-8" IN DEPTH WITX STEPS 12" r ¢CDU D F., O "DOWELB,..IUrU D �>�Cr 2 U Dmn ON CENTER. USE STEPS WHICH COMPLY WITH STD. DRAWING 840.66. CJN=m z= D DITCH GRADE FOR i5" THRU 38" INLET W J "" Z T Z T= I N `� 4�,'fLl N W J p N Z Z TY C CHAMFER ALL EXPOSED CORNERS 1 W J 0-
m
0002 D ml 0002 D USE CLASS "B" CONCRETE THROUGHOUT. 0002
y OPTIONAL CONSTgUCTION -MONOLITHIC PoUP, 2" KEYWAY, OR k4 BAR DOWELS AT 2 ,• y Q Z y \y 2 Z 2 ,•
S O D C7 m I 12" CENTERS AS DIRECTED BY THE ENGINEER. W Q W= L o D n m W¢ Q LL 2 L o D n m �y W¢ Q W 2 2 0 D O m 7( - 1( - OPTIONAL CONSTRUCTION - MONOLITHIC POUR, 2" KEYWAY, OR W¢ Q W 2
#a BAR x - x H z9 1" ¢ a - D I>.-- �� I D ¢ L7
TF
Z D I I I I USE FORMS FOR THE CONSTRUCTION OF THE BOTTOM SLAB. ~ U 2 O Ly " Z D 1'-0" F- U O m D + F- O m D
X o 0 0 Y L U Q C7 Z #4 BAR DOWELS AT 12" CEN ERS AS DIREC ED BY THE ENGINEER. U O
Scnoo ¢ r Scnoo ¢ F- Scnoo fir, „ H Smoo ` r ¢ ~
Z Fy L r T X I I I X IF REINFORCED CONCRETE PIPE 19 SET IN BOTTOM SLAB OF BOX, MO TO SLAB F- 2 Z W Z F-, r m _ - I ~ 2 Z W Z ,-y r �7 O 1 �/' y - F- x Z w Z F-, F- T - - - -r'•{k �,.'�! - - ) T y'1� 1 ' USE FORMS TO CONSTRUCT THE BOTTOM SLAB. H 2 Z w
C5 F -I AS SHOWN ON STD. NO. 840.00. 0 F- W O J O I--, 0 F- CL O J O ,y J. O Qf CA F- O V 0 F- O
N
N p r
m D L
G7 tv 2 F.r - G1 _ Q - O 2 !r O 17 y� IF REINFORCED CONCRETE PIPE IS SET IN BABE SLAB OF BOX, s
O 2 Z I I I CONSTRUCT WITH PIPE CROWNS MATCHING. O O U> C7 2 Z O O 0 C12 Z N N O O 07 9 Fy - - 1 �� >,., ADO TO BASE AS SHOWN ON STANDARD N0. 840.00. O O V)
D D z. FH D D Fes,^, 4 f°� #4 BAR z, r --I y D N 2, �{ 1 y1" z D D
Il �<o
D� U STANDARD FRAMES AND GRATES 840.22 (SHOWN ), 840.24 (SHOWN), 7 D� ar- D� y j i7 '
w < < - \ j -r : - _ PROVIDE ALL JUNCTION BOXES OVER 3'-8" IN DEPTH WITH STEPS I-
< Fy I I 840.20 (NOT SHOWN) OR 840.29 (NOT SHOWN). 0 N OPENING B H H 1" 10" H H
DO 1 -7' I I PERMISSIBLE CONSTRUCTION JOINT ' W O U)8 I ��� - of O- O U>� I , I- - - - -- 12" ON CENTERS IN ACCORDANCE WITH STD. N0. 840.88. O_ 0
O ' 1'-7" , W O 00 IN WALL FOq OOWEL'C' �'
Z - 6" SEE STANDARD DRAWING 840.25 FOR ATTACHMENT OF FRAMES AND GRATES. O Z TROUGH PART SECTION U -U 2 O Z� _ ' p Z T- 3" (� ' p
°0 _ 8" = 3° ADJUST THE STEEL, CONCRETE AND BRICK MASONRY OUANTITIE6
L - - - -i-I
CHAMFER ALL EXPOSED CORNERS 1". DOWEL B',B2 OR B3 DOWEL - B C1 TO INCLUDE THE ADDITION OF THE MANHOLE (I.E. DIAGONAL BARS
DOWEL -A DRAWING NOT TO SCALE. PART SECTION V -V Y M Y SEE MANHOLE 840.64 ( SHORTENED AROUND OPENING IN TOP SLAB, ADDITIONAL VARIABLE
FOR 42"INLET FOO MANHOLE COVEfl &FRAME k4 BAPS "P" HEIGHT BRICK MASONRY, OPENING IN TOP SLAB.)
MA%. DEPTH OF THIS STRUC URE FROM TOP OF BOTTOM SLAB TO TOP ELEVATION () V PLAN OPTIONAL SIS 12 FEET. Q O SINGLE FRAME & GRATE ¢ PLAN C. TO C. MAX. DEPTH OF THIS STRUCTURE FROM TOP OF BOTTOM BLAB TO TOP
-jcl) CONCRETE APRON -j 1'-7" V.", FOR 4'8" DIA. BOLT y BRICK NAY BE USED ELEVATION IS 12 FEET.
�o GRATE SECTION Y -Y W TO ADJUST FRAME &
m Y W w r W 6" COVER TO SURFACE
mPLAN } m DOUBLE FRAME & GRATES 'L 1" 10" TO' 1" FRAME SECTION Y -Y Q ELEVATION MAX. V #4 BAR
Z L33"
LINEVFIT, cc cc
ITT TOP ELEVATION CL, DITCH cc m Z #4 BAR O ~ V% Z o - II O Z T- O 0
FIT
m TOP ELEVATION CONCRETE m
o APRON W o 7" ,'-7^ 'L m o ���� 1 10" 10,1 111 W O cD a°
1r -I IN. ALL 3IZE3 DITCH GRADE I SEE DETAILOW 0 1--i C� O 0 f� L�OC�f� C� a r - (Ij ^ Z r '+-. -L m OUTLET PIPE ifa W m Wa" U oE�E� oE�E� E�oE�o Ego U DOWEL -B3 cs W Z '" ��� . o m I z j m E� r�E� go E�E� Ego Ego 0o z m _ 2' - 03/ " z Nn m z3" MIN. Z EL .� I J W (h 4 I O W
N a x I CONCRETE APRON Fy Z C N .� x C� OD 0 OCA f�T� f�f� O� H Z a N �� --� = r E OR F �" H Z S a
3 HH - 3 3 N =m 302
0 I q" SEALANT s,r Q M D. - -1 0 - QUANTITY TO BE ADDED FOR EACH 2' INCREMENT IN OPENING ¢ ~ d 0 `�� ' `3 Q 0 - 6 �---� ¢
.r rr Q m fO L Q 1 j-��/ " O INLET PIPE SECTION Q I"F Q (L
J 6., K 2" CL. "B' 1 1" O IL - 2 0 D �� ADDITIONAL INLETS 2'-0" 4' 0" 6'-0" 8' 0" 10' 0" 12' 0" O 1L - N D 1 -11 ® I '� O O "O m D 6" DOWEL O -
2 p "G" BARS CTS.- CONCRETE O O N 2 ZO L 1'-7" CONCRETE CU. Vol. 0.191 0.417 0.665 0.897 1.14 1.380 O O N 0 Q I II 0 J 2 N p Ci -Ci OR D -D Q z J w
c 0 D @ 6 CTS. q, ' „F„ Q p� n c G D n m tq x L
m
DOWEL -C CONCRETE APRON CU. YDS. 0.074 D., 4B 0.222 0.296 D.37D 0.444 ¢ D GRATE SECTION X -X o C D SECTION X -X Z z co
2 BAPS 2 2
2
Z
°A Q -� Q Q Q
BARS � CONCRETE APRON 0
V � � O O V O I_ V O 7 (f� O /� O /� O W D Z O DIxENSI0N5 AND QUANTITIES FOR CONCRETE JUNCTION BOXES
O 7 O O
N O O a" MIN. D 6 cls. z = N O Z ¢ r GRATE SECTION X -X z p '3
O 2„ r \ \ „ „ Q 2 = O MIN. DIMENSIONS AND QUANTITIES FOR CONCRETE GRATED DROP INLET (BASED ON MIN. HEIGHT, N) Q Q 2 O O - I� Q M O 1 O DIMENSIONS OF BOX AND PIPE REINFORCEMENT TOP SLAB CUBIC YARDS TOTAL QUANTITIES DEDUCTIONS FOR ONE
i / 2' 3 F BARS ¢
D \ @ 6 CTS. CONC. 4 W ~ D DIMENSIONS OF BOX AND PIPE REINFORCING STEEL - NO. 4 BARS CU YDS CONC. IN BO% DEDUCTIONS r W ~ -1 2 -a N F- 3 (.y 2 8"ZE11"
PIPE SPAN WIDTH HEIGHT BMS "A" OIMENSION3 IN BOX BO% ANO SLAB6 PIPE CV.V05. F W EL
H -I N 112° ANCHOR L4" I� H -I N FOR Tn I.- _ D Pig - V) 3 D D U) O
6" BAR `L PIPE SPAN WIDTH SPAN WIDTH EIGHT BMS E BARS F BMS G BM9 H TOTAL BOTTOM H H PER ONE PIPE ^ Z O TOPBOLBS.CU. YD3.EXP. MAT. a N Z 1.H APRON TOTAL = a N N11 L J = r --I I -I0 A B H N0. LENOTH E F SLAB BLAEI OF Nf EIN C.S. fl.C. mr Z m D J K L N H NO. LENGTH NO. LENGTH N0. LENGTH N0. LENGTH LBS. SLAB TOTAL FT HT C.S. R.C. i.>• = 1 rr0",, z = Z OINT Ff. R F =m O STEP STD / r C T r Z - - - - - - - - - 1 T ZHO Zm 4 84068 WALL 0 mO 12" 3'-B" 2'-0" 3'-B" 2'-0" 3'-9" 0.362 0.928 0.247 0.395 1.883 0.015 0.024 <i O' m O ,2" 2'-0" 2'-0" 2'-3" ,2 2' 8" 3'-0" 3'-0" 0.18] 0.,87 0.185 22oDOWEL "A"J J Ili rJ Q m W 1µ" C7 T 15" 3'-8" 2'-0" 3'-8" 2'-0" 4'-0" - - - - - - - - - 0.362 0.988 0.247 0.395 1.745 0,023 0.036 (7 'T 3 -1012" I7 O T ,6" 2'-3" 2'-3" 2'-6" 12 3'-0" 3'-3" 3'-3" 0.196 0.196 0.204 24 0.902 0.023 0.036 LD
O ZWO " 2'-0 4'-3" - - - - - - - - - 0.362 1.0500.247 1.807 0,033 0.049 Z W Cii O ( 1 Z (n k O 8" ,8" 2'-6" 2'-fi" 2'-9" 14 3' 3" 3'-6" 3'-6" 0.227 0.227 0.222 3D 1.065 0.033 0.049 3> W '--I 9 W m W 2 WW '< 24" 2'-10" 4'-9" 8 1' S" 6 4'-9" - - - - 27 0.444 1.362 0.278 2.201 0.059 0.085 W y 4r -Orr W 24" 3'-0" 3'-O" 3'-3" 164'-0" 4'-O" 0.296 0.296 0.259 40 1.434 0.059 0.085
C 30" 3' e" 3' S" 5' 3" 8 2'-0" 7 4' 9" 33 0.502 1 .644 0.288 2.541 0.092 0.127 - 1 1/4"/4"PLANm SEE NOTE DETAIL 30" 3'-6" 3'-6" 3'-9" ,8 4'-3" 4'-6" 4'-6" 0.375 0.375 0.296 51 860 0.092 0.127
SECTION Y -Y ci m 36" 4'-0" 4' 0" 5' 9" 8 2' 5" 8 4'-11" 4 0' 9" 2 4'-11" 47 0.560 1.931 0.321 2.920 0132 0.178 0 m z 36 4'-0" W W-3" 20 4' 9" 5'-0" 5'-0" 0.463 0.463 0.333 64 2.341 0.132 0.178
SECTION X -X APRON SUPPORT NOTCH) Z Z42" 4'-10" 4'-10" 6'-3" 10 3'-1" 9 5'-7" V-5" 3 5'-7" 67 0.704 2.500 0.370 3.677 0.180 0.243 y FRAME SECTION X -X 2-O Ir I+- 6" 42" 4'-6" 4'-6" 4'-9" 22 5' 3" 5'-6" 5'-6" 0.580 0.580 0.370 7] 2.878 0.180 0.243
�! DITCH GRADE O a O
ci 48" 5'-4" 5'-4" 6'-9" 11 3'-7" 10 6' 1" 1'-11" 4 6' 1" 87 0.823 3.013 0.407 4.315 0.235 0.317 v FRAME SECTION X -X 48" 5'-4" 5'-4" 5'-3" 26 8' 3" 6'-4" 6'-4" 0.743 0.743 0.407 ,11 3.823 0.235 0.31]
54" 6'-0" 6'-0" 7'-3" 12 4' 1" 11 6' 7"43'-7"
2' S" 5 6'-7" 107 0.951 3.589 0.444 5.072 0.297 0.401 NOTE: SECTION Y -Y 54" 5'-10" 5'-10" 5'-9" 20 6'-]" 6'-10" 6'-1D" 0.865 0.865 0.444 126 4.283 0.29] 0.401
6'-8" Y-9" 13 4'-9" 72 7'-3"3'-," 6 7'-3" 135 1.311 4.539 0.494 6.170 0.367 0.495 SEE STD. DWG. 840.25 60" 6'-6" 6'-6" 6'-3" 30 7'-3" 7'-6" 7-6" 1.042 1.002 0.481 145 5.090 0.367 0.495
SHEET 1 OF 2 }--(I.ED O.I. SHEET 1 OF 2 SHEET 2 OF 2SHEET 2 OF 2 SHEET 1 OF 1 SHEET 1 OF i SHEET 1 OF 1 SHEET 1 OF 1
I 66" 7'-2" 7'-2" 8'-3" 14 5'-4" 14 7'-10"7 7'-10" 68 1.136 5.061 0.537 6.901 0.400 0.699 FOR FRAME ANCHORAGE. s6" r-," r-," e'-9" 3z r-,0° e'-," a'-," z,o ,.2,0 o.s,e ,ss s.an 0.040 0.689
840.17 840.17 840.17-11" 15 8'-5" 4'-3" 8 8'-5" 199 1.500 5.860 0.5BO 0.395 7.868 0.528 0.710 840.1% 840.'1'2 840.'2'2
m SOLID COVER SHOWN PERFORATED. PERFORATED AVAILABLE p 8'-0" MAXIMUM
v IF SPECIFIED. O NOTES
Fr VARIABLE AS DIRECTED BY THE ENGINEER 70' MINIMUM
STATE USE OF SYSTEM ON COVER Q
�vI O I.E.: SEWER, STORM DRAIN, ELECTRICAL) z�_ BUT SUFFICIENT TO KEEP 1, PUT SILT FENCE OR TREE PROTECTION FENCE UP TO ENSURE
D cn0y 7 ( Hax O SEDIMENT ON SITE
.rm+Z1=GO AQ 2` 000=Z _ CONSTRUCTION ENTRANCE IS USED. T=III- TOP ELEVATION OF STORMWATER 0.5'-1'
ti TOP OF COVER ¢ O
20Dnm W¢QLL2 SILT FENCE FABRIC 2. IF CONSTRUCTION ON THE SITES ARE SUCH THAT THE MUD IS#57 WASHED STONE 1 MAX.
MINIMUM 10 GAUGE _ NOT REMOVED BY THE VEHICLE TRAVELING OVER THE STONE, THEN - =
AMC A o A B B �2�z� NSTALLED TO SECOND MINIMUM 12 GAUGE THE TIRES OF THE VEHICLES MUST BE WASHED BEFORE ENTERING = _ �1 VARIES
Or InH oW LINE WIRES WIRE FROM TOP JL
c]=sZ t Deo a INTERMEDIATE WIRES THE PUBLIC ROAD. =III=111 =11_
-<,...,D L- ----------- z '-'�_ - #1 RIP -CRAP - -
OWrn _ .. . _, SURGE S ONE TORERAIOLROAD USED
LAST 25' OR WIDTH OF EXISTING SLOPE VARIES-�;�---
DD
-III-1
T7>O o !EXISTING PROPOSED STREET,
z GRADE ROADWAY ��1 WHICHEVER IS
BOTTOM OF COVER 12 - I1 ',I- - -I IJI IL-1 II li- II WWI
/ ) GREATER.
1� R. 7 R II„In 111111 F�Ilillll �IIII,IIIII;III illllli 111 IIII,ILI Ir 11 L,11 -III III„III, LI-IIPI11 III ill III, III III -i"/[/
III "I_
EXISTING SIDE VIEW
FRONT VIEW SLOPE
PLAN OF COVER Ili 1 EXISTING
ll I - SLOPE
a z o w --=i ll� :1� PLAN VIEW --1TI= -III-til=
PLAN OF FRAME
Z W > HF BHT
O QQ 7'-71 L¢" i V STEEL POST -III„1 VARIES Illi -III -Ii"
m = 2'-11,4 3 C WOVEN WIRE FABRIC - - 'III=1'
DESIGN OF SPILLWAYS
z SILT FENCE FABRIC NEWII I Il' DRAINAGE WEIR LENGTHI
m D 1'-11�q" �2" o Q AREA
z N CONSTRUCTION 0.5'-1' III FT
D 11-10,8" i+I in Q W o F 70' MINIMUM A R 4.0
m O - QO NOTE: 1 o EXISTING ROADWAY KEYED RIP
\ z USE SILT FENCE ONLY WHEN DRAINAGE AREA 3 FILL SLOPE I VARIES RAP 3 $.0
a / \TYPE #1 ' IIII < LL DOES NOT EXCEED 1/4 ACRE AND NEVER IN N ?
G c W AREAS OF CONCENTRATED FLOW. * FOR REPAIR OF SILT FENCE FAILURES r- 'I=IIIIII-�11=- = l�f1T=11� 5 102.0
-I II y2" 1- - x J USE DETAIL 04000.23 -III=11 11=111 -III -III -II I-III=III=III- 1
O z L I O O GRADEIII=III-ITI-III-lir_ /j57 WASHED STONE DIMENSIONS SHOWN ARE MINIMUM
SD .. _ - �,_urlll-1 p_ III -III -III -III_ -lil-III-III III III III=III-III-III-III-III-III-
1-{HJ
\ / ALTERNATE 07 Z -III- III I�" 6' MINIMUM COVER
M _SECTION B -B z ITh I11i:l=l_II- OVER SKIRT
- 'L GEOTEXTILE FABRIC UNDER STONE
NOTES:
43A' 2'-OLg" �\ /� MINIMUM WEIGHTS - LBS. 1 ANCHOR SKIRT AS FRONT VIEW 1. HEIGHT & WIDTH DETERMINED BY EXISTING
2:_y11 � \ FRAME - 180 II I- DIRECTED BY ENGINEER
COVER - 120 II' CROSS SECTION TOPOGRAPHY AND SEDIMENT STORAGE REQUIRED.
SECTION A -A I TOTAL - 300
1SIDE VIEW
111=� 2. KEY RIP RAP INTO THE DAM FOR STABILIZATION,
\\ ,�
SHEET 7 OF 1 _ SHEET 1 OF 1
840.54 TYPE #2 840.54
STANDARD TEMPORARY SILT FENCE STANDARD CONSTRUCTION ENTRANCE STANDARD CHECK DAM
2 INSTALLATION NOTES: UPSTREAM GRAVEL MIN MUM
TOP RIM OF DITCH MINIMUM FACING 1" THICK b 2' MIN.
GALVANIZED HARDWARE WIRE DIVERT RUNOFF FROM UNDISTURBED AREAS AWAY FROM THE BASIN 1
EXTENDS TO TOP OF BOX DELAY CLEANING POND AREA UNTIL DAM IS IN PLACE. Q v 3 It
STANDARD METAL POSTS 2'-0" IN GROUND EXCAVATE FOUNDATION FOR APRON AND USE IT AS A TEMPORARY o 0 0
III=III=III="' 2 1
- 18•, SEDIMENT BASIN DURING CONSTRUCTION OF DAM. 8'MAX. ROCK APRON
STEEP CUT OR FILL SLOPE III-i1� CLEAR AND GRUB AREA UNDER DAM, REMOVING ALL ROOT MATTER 1�
-1111 AND OTHER OBJECTIONABLE MATERIAL. GRADE EARTH ABUTMENTS NO
NII !III !7tt � - STEEPER THAN 1:1. DISPOSE OF MATERIAL IN APPROVED LOCATION.
IF CUTOFF TRENCH IS REQUIRED, EXCAVATE AT CENTER LINE OF DAM\ -
II III 2 : 1 SLOPE-_ _-
- III- EXTEND NG ALL THE WAY UP EARTH ABUTMENTS.
(MAXIMUM) _
-IIII III- }
ROCK DAM CROSS SECTION 1.5 MINIMUM)
=IIII-111- PROTECTION FROM PIPING
II NOTE: ROCK ABUTMENT
CROSS SECTION A -A STABILIZE DI VERSIQN DITCH WITH TEMPORARY THE ENTIRE FOUNDATION INCLUDING BOTH EARTH ABUTMENTS MUST BE
SEEDING AND EROSION CONTROL NETTING. COVERED OVER
FILTER FABRIC, OVERLAP 1 FT S ALL JOINTS, UPSTREAM
STRIPS OVER DOWNSTREAM STRIP (SEE CROSS SECTION). y
SMOOTH THE FOUNDATION AREA BEFORE PLACING FILTER FABRIC.
BE CAREFUL PLACING ROCK ON FABRIC, IT MAY BE HELPFUL TO PLACE l
o° A 4 -INCH LAYER OF SAND OVER FABRIC BEFORE PLACING ROCK.
10 -
UdU�Z»U�CU
UPSLOPE TOE O POSITIVE GRADE 1.0% MAXIMUM 00@ ° 8o EMBANKMENT AND POOLCC2�C'(
CONSTRUCT EMBANKMENT TO DIMENSIONS SHOWN ON PLANS, _ _
° 6 USE WELL GRADED HARD, ANGULAR, WEATHER -RESISTANT ROCK. SPILLWAY
Oec O ABUTMENTS MUST BE AT LEAST 2 FT HIGHER THAN THE GRAVEL FACING CREST FLOW
SPILLWAY CREST AND AT LEAST 1 FT HIGHER THAN THE
0 O DOWNSTREAM FACE OF DAM AT ALL POINTS. (SEE PLAN)
SIDE SLOPES ply- °o O DIVERT SEDIMENT -LADEN FLOW TO UPPER END OF BASIN. LEVEL ROCK APRON
2 : 1 (MAXIMUM) TOP RIM OF DITCHIN. dY �O ° O� O _ SET MARKER STAKE TO INDICATE CLEAN OUT ELEVATION WHERE
WSEDIMENT POOL IS 50% FULL.
(� �B p� o� - STABILIZE ALL DISTURBED AREAS EXCEPT THE LOWER ONE-HALF
��QQ��
�Jp OF SEDIMENT POOL AS SHOWN IN THE VEGETATION PLAN. 11
.°o00. C.QD-gym SAFETY `SCO T
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CARY, NC 27511
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P:919.576.9733 NCBELS # C-3847 CONCORD, NC

November 29, 2016
Ms. Renee Gledhill -Earley
State Historic Preservation Office
4617 Mail Service Center
Raleigh, North Carolina 27699-4617
Re: Request for Potential Historic and Archaeological Identification
Johnson Concrete Company / Piedmont Block Company
106 Old Davidson Place NW
Concord, Cabarrus County, North Carolina
EI Project ENCH160008.00
Dear Ms. Gledhill -Earley:
SEI
We are submitting this request regarding the existence of potential archaeological sites, Indian burial
grounds or potential significant historical structures on a property located at 106 Old Davidson Highway
NW in Concord, Cabarrus County, North Carolina. As part of their facility expansion plans, our client
intents to fill a small pond (open water) located on their property. Historically, the site has been
developed as a concrete plant since the late 1970s.
Based on a preliminary site review, no evidence of potential historical structures was noted on the subject
property. A nearby Southern Railway Overpass Bridge (CA1086) is identified about 550 feet southeast
of the proposed activity. Attached is a USGS 7.5 minute series topographic map showing the location
of the subject property.
We are requesting written confirmation that archaeological sites, Indian burial grounds or significant
historic structures are not located on the subject site and/or will not be affected by the proposed activity.
Please include our specified project number ENCH160008 on your response to the address shown
above. If you have questions please call 704-264-4189. Thank you for your assistance.
Respectfully,
The EI Group, Inc.
Stephen C. Brown
Senior Project Manager
Attachments: USGS 7.5 Minute Series Topographic Map
201 McCullough Drive • Suite 150, Charlotte, NC 28262 • Tel: [phone] • Fax: [phone] • www.eil.com

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REFERENCE: USGS Topographic Map; Concord, North Carolina Quadrangle; dated 1969 (photo -revised 1987). N
FIGURE NUMBER: 1 SITE LOCATION MAP
Piedmont Block Company „ PROJECTNUMBER: ENCH160010.00 106 Old Davidson Place NW
SCALE: 1,2,000' Concord, North Carolina